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RC-16-842?k /y4. r".2.' O''��/ cr = /'7, yzo. U / g lv�� //kror : 2.44,60„ . - zipSia:va Methr is 610_wo. Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permit NO. 'err s T stdential nstructi it IrIl k G1 ssi€catk»:Addition Pe 7tt Stars: Ai PROVED Parcel Number Expiration: 1/17/2017 Applicant 10565 NE 2 Court Miami Shores, FL 1122310130590 Block: Lot: YORNET AND SAMUEL COMER! Owner Information Address Phone CeII YORNET AND SAMUEL COMERFORD 10565 NE 2 Court MIAMI SHORES FL 33138- (305)751-7467 10565 NE 2 Court MIAMI SHORES FL 33138- Contractor(s) JMEC CONSTRUCTION, LLC Phone (954)410-4695 Cell Phone Valuation: Total Sq Feet: $ 149,988.12 625 Approved: In Review Comments: Date Approved:: In Review Date Denied: Type of Construction: MASTER BEDROOM & BATH Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Owners Bond CCF CO/CC Fee DBPR Fee DCA Fee Education Surcharge Permit Fee Plan Review Fee (Engineer) Plan Review Fee (Engineer) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $90.00 $50.00 $67.50 $67.50 $30.00 $4,499.64 $120.00 $80.00 $160.00 $66.00 $120.00 $5,850.64 Pay Date Pay Type Invoice # RC -3-16-59202 07/21/2016 Credit Card 03/29/2016 Check #: 1323 Bond #: 3159 Amt Paid Amt Due $ 5,650.64 $ 200.00 $ 200.00 $ 0.00 Authorized Sign; ur Own July 21, 2016 Applicant / Contractor / Agent Available Inspections: Inspection Type: Final PE Certification Tie Beam Bond Beam Window Door Attachment Slab Termite Letter Framing Insulation Drywall Screw Trusses Plan Submittal Roof Sheathing Spot Survey Wall Sheathing Rake Beam Footing Window and Door Buck Roof Trusses Density Fill Cells Columns Wire Lathe Final Building Declaration of Use Review Plumbing Review Plumbing Review Electrical Review Electrical Review Planning Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Mechanical Review Mechanical Date BUILDING PERMIT APPLICATION BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ CHANGE OF CONTRACTOR Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 MAS 2 BY: FBC (2014 Master Permit No. gCI N 2 Sub Permit No. ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CANCELLATION JOB ADDRESS: 1 C 6-1, 5 i4 C ,...0 Cr City: Miami Shores County: Miami Dade Zip: 331 3g Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: ❑ RENEWAL ❑ SHOP DRAWINGS OWNER: Name (Fee Simple Titleholder): Ce tNL eve F-07-e:1:,j `fvve / ft Mone#: 45476-2- 1 5 25'75- Address: '7 -Address: L to S C v. d5 A G 2- cT T' City: .../44t 1&A. "(to 1" c S State: T— I Zip: 331,? Tenant/Lessee Name: Phone#: Email: Gpx.utisic(Cie 4)0- LI V1S ��1� V �� Phone#: 0�j �j�� 4 Z CONTRACTOR: Company Name:,��7 Address: -(4 Ika [� City �?V1n-1›:0—Ntx.0 P2..LY1 State: k _ r r Qualifier Name: Phone#: (1,5C-1 State Certification or Registration #: C4 C (o 061!, Certificate of Competency #: .....)40417 i' C, . t &_ Phone#: DESIGNER: Architect/Engineer: Address: Value of Work for this ermit: $ klietrrerer 0,... Type of Work: ,J2S Addition City: Square/Linear Footage of Work: State: Zip: ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: , ( 5 -e.,1%-.2,0 ver-, ,c ctt,` tLS—rev-- et v-- et � ,vo Specify color of color thru tile: Permit Fee $ "'fir u li • G CCF $ 90 CO/CC $ Radon Fee $ DBPR $\� 3 0 •Ci Submittal Fee $ 2[)0 Scanning Fee $ Gb Technology Fee $ 12 0 , Structural Reviews $ 2,0 s (Revised02/24/2014) Training/Education Fee $ O C (co- C3' Notary $ 0 Double Fee $ Bond $ TOTAL FEE NOW DUE $ 51 Il b()• 6L 5. so ,6 Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature NER or AGEN The foregoing instrument was acknowledged before me this 11 day of r✓Ii ,r , 20 1 LP , by jpriNe--1-et, who is personally known to me or who has produced A NW eii 0, CCL as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: #################### APPROVED BY (Revised02/24/2014) BARBARA A. ESTEP MY COMMISSION 0 FF 073975 /1 EXPIRES: March 29, 2018 ,Re h;,•° Bonded Thru Notary Public Underwriters Signature CONTRACTOR The foregoing instrument was acknowledged befor? me this 0 day of 0._% C-\4 , 20 1 , by keLOOltrAo is personally known to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal:dor P4k Plans Examiner t t—ct, k LAURAFARLEY MY COMMISSION 8 FF 188027 EXPIRES: Meath 16, 2019 °e Banded Thru Bagel NOhrYSerAus af�teOf PP ################################################ I: e:) 7///7J/'6Zoning Structural Review Clerk r Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner, must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC, a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State, Division of Corporations; and 3. The corporation is registered and listed as active with the Florida Department of State, Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor, part-time employees or subcontractors for your project. The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances, Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor, part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: State of Florida County of Miami -Dade !!__ The fore_oing was acknowledge before me this 2' day oft -L La , 20 ‘Y . By V ' -iN V" who is personally known to me or has produced as identification. SEAL: fit;:.. LAMA FARLEY • F LY_•;:,;;!^N#FF188027 * '� ;r,F1ES: Memh 16, 2019 'tarot Be* ttut tr Senkes DAVID A. DAC©UISTO, AICP DEVELOPMENT ORDER la in 1 110 ile 1 age It File Number: PZ -09-15-2015221 Property Address: 10565 NE 2 Court Property Owner: Samuel Comerford Address: 10565 NE 2 Court Applicant: Samuel Comerford Address: 10565 NE 2 Court Agent: Mark Campbell Address: 373 NE 92 Street 10050 N [ ;1=._C _,NL) AV1. 11A:L1l I IONE* FLORIDA .'31 6-23'2 Telephone i:30.5:795-2207 Fax: (305; 756: S9 e Whereas, the applicant Samuel Comerford (owner), has tiled an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV. V and VI of Appendix A Zoning. Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One story addition. Garage conversion. Whereas. a public hearing was held on October 8, 2015 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the propeny shall be performed in a manner consistent with the site plan, drawings. and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a one-story 600 sq. ft. master suite addition and to convert an attached garage to a kitchen and laundry room. 2) The site shall not drain onto neighboring properties or any rights-of-way. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on-site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Changes to Page 1 of drainage structures approved by the Planning and Zoning Board shall require a new site plan' review application and review and approval by the Planning and Zoning Board. Applicant to obtain all required building permits before beginning work. 3) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 4) An erosion and sedimentation plan subject to review and approval by the building official is required if `round cover is removed or as required by the building official. Properly installed soil erosion measures (silt fences. straw barriers. etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building. official. Required erosion control measures must be in place prior to footings inspection. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER. EPRD) and the Miami -Dade Department of Health (DOH'HRS) as required. 6) Ground cover shall comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances. artificial turf and rock of any kind is specifically prohibited. 7) Applicant to meet all applicable code provisions at the time of permitting. 8) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally. the applicant roust. satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes. the applicable building and lite safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 8th day of October, 2015 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Glinn Yes Chairman Fernandez Yes / 1 �. /c/73 /2cu! Date Richard M. Fernandez Chairman, Planning Board Page 1 of 1 J.M.E.0 2511 N.W. 17th In suite #4 Pompano Beach, F1.33064 06/09/2016 State of Florida County of Dade Before me this day personally appeared Eric Finkelstein who \being duly sworn, deposes and says , that he will be the only person working on the project located at 10565.ne 2 ct. Miami Shores Sworn to and subscribed before me this --15----- day of -june-----2016 CC�eo49a-C69 fauti;_ w Print name - Laura Farley rOr.+v IT,,c. LAURA FARLEY * MY COMMISSION # FF 188027 ��m • EXPIRES: March 16, 2019 4,0 or tig,0Or Bonded Thru Budget Notary Services Personally known 0 JMEC CONSTRUCTION, LLC New Construction Cost List g C 16— F 10565 N.E. 2nd Court 1.23.16 COMMENTS TOTAL $ DEMOLITION & SHORING As per page A-1 & S-1. Removal of existing driveway, all walkways, front & rear stairs. Removal of wood beam @ structural shoring @ ex. Kitchen area. Concrete wall cutting for exterior door openings & tie columns. Removal of existing Kitchen & Garage cmu walls. Roof cut backs for new truss system attachments. $ 8,780.00 SHELLWORK As per pages S-1 thru S-4. Form, place, pump & finish foundations, columns, filled cells, footers, exterior flatwork, beams & stairs. Fumish & install new roof systems, sheeting & fascia. Fumish & install new 2"x12" detail for Kitchen as per detail 7/S-3. All density testing & termite soil treatments. $ 59,200.00 SITEWORK Slab preperations & fill for void under new slab on grade. $ 1,850.00 STUCCO Stucco on all new walls & eaves to match existing house. $ 8,600.00 ROOFING As per detail 1/S-3. Samples to be given for approval. New color thru roof tile @ new Bedroom additions & repairs. $ 17,420.00 INTERIOR FRAMING As per page A-1 floor plan & partition details. Framing of all new interior partitions, ceilings & general repairs. Furring of all new exterior concrete walls. All window & door bucking & wall backing. $ 3,147.00 DRYWALL & REPAIRS As per page A-1 floor plan & partition details. Drywall @ all new interior partitions & ceilings to paint ready conditions. Misc. drywall patching from new construction. $ 6,945.00 INSULATION All R4 radient foil @ exterior walls & Batt R30 @ all ceilings. Furnish & install insulation @ walls & lids as per plan details. $ 2,260.00 INTERIOR DOORS As per page A-1 floor plan & page A-5 interior door schedule. All new interior doors to be solid core. *$60.00 per door hardware allowance. New door casings. **samples to be provided $ 2,460.00 WINDOWS & DOORS As per page A-1 floor plan & page A-5 window & door schedules. All "Dade County Approved" impact windows & doors. $ 28,160.00 ELECTRICAL As per page E-1 & E-2 electrical plans, riser diagram & details. Furnish & install all material & labor. **fixtures by owner. $ 21,565.00 PLUMBING As per pages P-1 & P-2 plumbing plans, isometrics & details. Fumish & install all material & labor. **fixtures by owner. $ 15,650.00 H.V.A.C. As per pages M-1 thru M-3 mechanical plans. **as per mechanical notes & equipment / distribution schedules. $ 6,820.00 WOOD FLOORS As per plan. Furnish & install new wood flooring to match existing. $ 5,604.00 TILE WORK labor to install Master Bath floor, shower walls, shower floor, Cabana Bath floor, Kitchen & Laundry Room. $ 2,275.00 As per plan. MILLWORK Crown & Base molding to match existing. $ 2,960.00 SITE TOILET Portable site toilet. $ 700.00 DUMPSTERS (5) for new construction. $ 2,000.00 Sub Total: $ 196,396.00 Profit, Overhead 8 Supervision: Total: $ 43,207.12 $ 239,603.12 Lc_3--16--842 Subsoil Investigation Report Fil ENGINEERING prepared by: ederal & TESTING INC. www.fed-eng.com Client: JMEC Construction, LLC Contact: Eric Finkelstein Address: 560 NW 39th Avenue Coconut Creek, FL 33066 Project: Proposed Addition Address: 10565 NE 2nd Court Miami Shores, FL 33138 Date: Monday, May 16, 2016 ethnical 1 Materials Testing 1 Inspections 1 Environmental EN NEERkNG ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Table of Contents Client Information pg. 1 Project Information pg. 1 General Soil Descriptions pg. 1 Foundation Recommendations pg. 2 Soil Parameters pg. 3 Excavations pg. 3 Settlement pg. 4 Grading pg. 4 Appendices Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information pg. 5 Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a fmal certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. Construction Material Engineering Council American Concrete Institute MIAMI - COUNTY Miami Dade County Florida Department of Transportation ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Monday, May 16, 2016 Job Order Number 16 -SB -227 JMEC Construction, LLC 560 NW 39th Avenue Coconut Creek, FL 33066 Attn.: Eric Finkelstein RE: Subsoil Investigation Proposed Addition 10565 NE 2nd Court Miami Shores, FL 33138 Dear Sirs: Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 05/12/2016 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: Depth From To Description of Soils 0" 6" Topsoil & Vegetation 6" 3' Grayish Brown Sand with Traces of Rock 3' 4' Pale Yellow Sand 4' 6' Orange Light Brown Sand with Rock 6' 8' Orangish Brown Sand with Rock 8' 12'6" Pale Brown Sand with Rock 12'6" 15' Pale Brown Sand with Traces of Rock Groundwater table elevation was measured immediately at the completion of the boring and was found at a depth of 7'2" below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. Monday, May 16, 2016 10565 NE 2nd Court Miaini Shotes, 33138 Page 2 ENGINEERING The boring log(s) attached present a detailed description of the soils encountered at the location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation design: 1) Strip the entire footings and building construction areas of topsoil and ground vegetation (when encountered) down to clean granular material. Any underground structures, utility lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arborists should be contacted prior to any land clearing to verify compliance with any local codes. 2) Saturate and compact all construction areas with a heavy self propelled vibratory roller to a minimum of 95% of the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each direction. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. 4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm) and have a Unified Soil Classification (USCS) designation of GP, GW, GP -GM, GW -GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of the building pad. 7) Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). Monday, May 16, 2016 10565 NE 2nd Court Miaini Shorts, gL. 33138 Page 3 ENGINEERING 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in-place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. 10) All of the above Geotechnical work shall be performed under the supervision of Federal Engineering & Testing's geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. Please call us at 954-784-2941 for scheduling. 11) In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified; it is our opinion that the proposed structure be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. Building pad certification requires satisfactory completion and verification of all the above foundation recommendations. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist 110 pcf • Soil unit weight buoyant 60 pcf • Angle of internal friction 30° • Active Earth pressure coefficient (Ka) 0.33 • Passive Earth pressure coefficient (Kp) 3.0 • Angle of wall friction for steel piles 30° • Angle of wall friction for concrete / brick walls 20° • Angle of wall friction for uncoated steel 15° Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Monday, May 16, 2016 10565 NE 2nd Court Miat'ni Shores, IZ 33138 Page 4 ENGINEERING Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinlder and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. Once plans and specifications have been finalized and drawn, Federal Engineering & Testing, Inc. shall be provided a copy of the fmalized plans and specifications for review. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase II Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. Keith LeBlanc, P.E. 14/ Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 Monday, May 16, 2016 10565 NE 2nd Court Miai ii Shorts, lit 33138 Page 5 Appendices ENGINEERING ENG:INEgilInG ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Client: Project: Address: Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com JMEC Construction, LLC Proposed Addition 10565 NE 2nd Court Miami Shores, FL 33138 SPT Test Boring Report Date of Test: May 12, 2016 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 3 3 5 2 6" - 3' Grayish Brown Sand with Traces of Rock 2 4 3 3' - 4' Pale Yellow Sand Brown Sand Rock 3 4 9 5 4' - 6' Orange Light with Rock 5 4 8 7 6' - 8' Orangish Brown Sand with 6 6 12 8 6 8 9 8' - 12'6" Pale Brown Sand with Rock 6 4 10 10 6 5 11 A A A 12_ A A 13 12'6" - 15' Pale Brown Sand with Traces of Rock A A A 14 A A 15 10 8 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 s�--, Water Level: 7'2" Below Land Surface Keith LeBlanc, P.E. J//` /6 A = Auger Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 • 12 4 ~�a •* r rliganna NM= z NI 3 Z' n +: «r' r'" i;+!' Si w '. Al •� A r NE -00601- t N r , f 'im Mfi� M 6 • a t .e 1v ! a«Site lation • a �iocip 0 0 ra lid,... 1 a r a �. bra 'ti► i a cb ink -.,� ' N C 1• !r' 1111 NE -10001 -St 111 s- YI E -9911 -St 11/11111 4q PAI M 105th -St f • L rrNE-1 'NE -109th• .,r NE -1 -12th -St NE -i-1-1 th-S NE 110th+Ter Are -10h-St.: 4.1i. E►108th- N`-1�a'•-St Mirror Lak! a ; fr J , 4P V a w r If b d Oil Pi k. P .131 NE -402nd -St r r re NE -101St St LeimE1111111 Site Location Map f N Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: JMEC Construction, LLC Test: Subsoil Investigation (site map is not to scale) Project: Proposed Addition Project Address: 10565 NE 2nd Court Miami Shores, FL 33138 ENGINEERING f N 10565 NE 2nd Ct Soil Boring Location Map Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: JMEC Construction, LLC Test: Subsoil Investigation (site map is not to scale) Project: Proposed Addition Project Address: 10565 NE 2nd Court Miami Shores, FL 33138 J et Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0-6 0 - 10 0-2 0 - 4 Very Soft Very Loose 11 - 25 5 - 10 Loose 26 - 45 11 - 20 Firm 45 - 75 21 - 30 Very Firm 76 -120 31 - 50 Dense > 120 > 50 Very Dense Silts & Clay Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density Rock core crumbles when handled 0-6 5-10% 0-2 Moderately Hard Very Soft 7-15 3-5 Soft 16 - 30 6 - 10 Firm 31 - 45 11 - 15 Stiff 46 - 90 16 - 30 Very Stiff 91 - 150 31 - 50 Hard Sand Quantity Modifiers Rock Hardness Description Soft Slight Trace Rock core crumbles when handled Medium 5-10% Can break core with your hands Moderately Hard Some Thin edges of rock core can be broken with fingers Hard >30% Thin edges of rock core cannot be broken with fmgers Very Hard Rock core rings when struck with a hammer Sand Quantity Modifiers Very Slight Trace 0 - 2 % Slight Trace 2 - 5 % Trace 5-10% Little Trace 10 - 15 % Some 15-30% With >30% Silt - Clay Quantity Modifiers Slightly Silty /Clayey 0 - 5 % Silty / Clayey 5 - 30 % Very Silty / Clayey 30 - 50 % Particle Size Boulder > 12 in Cobble 3-12 in Gravel 4.76 mm - 3 in Sand 0.074 mm - 4.76 mm Silt 0.005 mm - 0.074 mm Clay < 0.005 mm F' ENGINEERING ENGINEERING Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of blows of a 140 -pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one (1) foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. • Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests /Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. ENGINEERING Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to F.E.T. so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. ENCINEgRING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness Determination Asphalt Pavement Monitoring Asphalt Assessment Concrete Tests Concrete Strength Testing Slump Tests Windsor Probe Testing Schmidt Hammer Testing Core Testing Air Content Concrete Unit Weight Flexual Strength Testing Phase I Site Assessments Site Inspections Research of Property Records Environmental Engineering Services Phase II Site Assessments Phase I Follow up on Contaminated Sites Installation of Monitoring Wells Soil Borings Soil and Ground Water Analysis Lead Base Paint Surveys Report and Analysis Air Monitoring Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber / Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation/ Certification Roof Drainage Calculations Construction Material Engineering Council American Concrete Institute MIAMI.DAD J) Miami Dade County COUNTY Florida Department of Transportation ENGIfifEEI N3 ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com -"S-16 -842 August 1, 2016 Job Order No 16-2229 R JMEC Construction, LLC 560 NW 39th Avenue Coconut Creek, FL 33066 RE: FOUNDATION SOIL DENSITY & BEARING CAPABILITY Proposed Addition 10565 NE 2nd Court Miami Shores, FL 33138 In accordance with your request and authorization we have inspected the soils at the above referenced site and have performed density tests of fill material used to raise the site to grade. All tests were found to be in compliance with the subsoil foundation recommendations per our Subsoil Investigation Report dated May, 16, 2016. All tests were performed in accordance with Section 1818.2, 1820.2, 1820.3.1, 1820.3.2, Florida Building Code, Latest Edition and A.S.T.M. Standards. Based on our observations, results of borings and density tests, it is our opinion that the site soils are suitable for the construction of the addition with a design bearing stress not to exceed 2500 pounds per square foot (P.S.F.). Keith LeBlanc, P.E. Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 Construction Material Engineering Council American Concrete Institute MIAMIOACIE COUNTY Miami Dade County D Florida Department of Transportation ederal & TESTING INC. __,1250 SW ' 3th Ave Pompano Beach, FL 33069 -8'12 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com DATE SAMPLED: 5/12/2016 CLIENT: JMEC Construction, LLC PROCTOR COMPACTION TEST DATE TESTED: 5/13/2016 SAMPLE #: 16 -SB -227 ADDRESS: 560 NW 39th Avenue, Coconut Creek, FL 33066 PROJECT: Proposed Addition LOCATION: 10565 NE 2nd Court, Miami Shores, FL 33138 Sampled from Footings MATERIAL DESCRIPTION: Grayish Brown Sand with Some Rock MATERIAL #: 004L SAMPLED BY: KP TESTED BY: KL TIN #: J32378081-000 SPECIFICATION GOVERNING: ASTM D-1557 LAB NO: 104035 RESULTS OF TEST: The following compaction test was conducted in accordance with the Standard Methods of Moisture Density Relations of soil using a 10 Ib. Hammer and an 18" drop as per the above specified method. MOISTURE 7.8 10.1 11.9 13.1 WET DENSITY (PCF) 119.8 124.3 128.0 127.2 DRY DENSITY (PCF) 111.1 112.9 114.4 112.5 118 117 112 111 110 6 7 8 9 10 11 12 13 14 15 16 Moisture (%) Optimum Moisture (Percentage) 12.0 Maximum Dry Density (lbs./cu. Ft.) 114.5 PCF Respectfully Submitted, Y.,(2(Zi Keith LeBlanc, P.E. S-V/37/6Federal Engineering & Testing, I c. Florida Reg. No 59394 Certificate of Authorization No. 5471 Construction Material Engineering Council American Concrete Institute MIAMI- D€ 1 COUNTY ' Miami Dade County D Florida Department of Transportation ederal 8 TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Field Density Tests of Compacted Client: JMEC Construction, LLC Address: 560 NW 39th Avenue, Coconut Creek, FL 33066 Project: Proposed Addition Address: 10565 NE 2nd Court, Miami Shores, FL 33138 (Lc -3-t6.- 64-1.2 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 www.fed-eng.com Soils Method D-6938 Area Tested: Footings Material Type: Grayish Brown Sand with Some Rock Date: August 1, 2016 Order #: 16-2245 Permit #: Tech: Compaction Req.: Proctor Method: SL 95% ASTM D-1557 Test # TEST LOCATION Probe Depth Elev. Moist % Dry Density PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 At NW Comer at North Side 12" BOF 7.3 110.1 114.5 12.0 96.2% Yes 2 At NE Corner at North Side 12" BOF 6.8 109.4 114.5 12.0 95.5% Yes 3 At SW Corner at North Side 12" BOF 7.1 108.9 114.5 12.0 95.1% Yes 4 At SE Corner at North Side 12" BOF 8.2 109.5 114.5 12.0 95.6% Yes 5 6 7 8 9 10 11 12 13 14 Remarks: See Reverse Side (Page 2 of 2) for Disclaimer This is a Compaction Test only on the top 12" of the footings and is not a verification of Soil Bearing Capacity. Legend for Elevation: PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade Submitted by: Keith LeBlanc, P.E. V/ 6, Federal Engineering & Testing, Inc. Florida Reg. No, 59394 Certificate of Authorization #5471 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of ciieo ts, and authorization for publication of statements, conclusions or extracts from or regarding our reports Is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soli bearing capacity determination. After laying dormant for a period of 9U days or after heavy rainstorms, retesting must be performed on this work. PAGE 1 of 2 Compacted Soils Method D-6938 Disclaimer Pursuant to your request, Federal Engineering & Testing, Inc. (FET) has performed a compaction test at the referenced project on the reverse side. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a soil bearing capacity determination. A soil boring test must be performed by the client prior to construction to verify subsoil conditions. Our scope of services only included testing the top 12" of added fill material. FET was not contracted to perform supervision of the building pad preparation. This testing of the added fill material does not include an analysis of the underlying soil materials to determine if they are capable of supporting the proposed structure without settlement. This density compaction test does not warranty any underlying soil materials or conditions below the tested top 12 inches of material. If no soil borings have been performed in the location of the proposed structure, we recommend performing soil borings below all foundation areas of the proposed structure to verify the underlying soil conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. The scope of services is for determination of the degree of compaction of the tested layer of material only. No other analysis is implied or warranted. Job project specifications were not available at the time the work was performed. Determination of the pass/fail compaction results are based on current common industry requirements of 95% of the ASTM D-1557 standard for building foundations and 98% of the AASHTO T-180 standard for paved areas such as roadways and parking lots. If different specifications are required, Federal Engineering & Testing, Inc. shall be notified. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain waters, construction activities, utility or footing excavations, overgrown vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of our client and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. It has been a pleasure working with you and we look forward to doing so in the near future. Page 2 of 2 MAIM A. CAM* ARCFTItCT 373 N.E. 3 L S1117ti1' MIAMI SIMS flA. 33135 751-2318 o r 758-7' Date: August 3, 2016 FL UC. # AR 0011074 Miami Shores Village Building Department 10050 N.E. 2"d Avenue Miami Shores, Florida 33138 Re: Permit # RC 16-842 Comerford Residence 10565 N.E. 2nd Court Miami Shores, Florida 33138 Folio # 11-2231-013-0590 Attn: Building Department, cW"O' I, Mark A. Campbell, having performed and approved the required inspections at the job is submitting this letter will attest that the existing footing under the existing garage wall shall remain and the new footing shall be attached as per 2/S-3 detail. The revision will be submitted for approval. See the attached sketch and highlighted notes. Should you have any questions or need any additional information please do not hesitate to contact me. Serely, ark A. Campbell, Architect State of Florida: #0011074 10565 Comerford Residence foundation letter 8-2-16 /Jaw 1"1j� od b z. AU load bearing wall nits shall be .wading Code. Contractor for Inspection. ss type for all masonry een 3'-O' to 8'-0' Tttom, as per �t prior to concrete plumbing, tub waste, 'ating material s for roof tions and -the Florida by approved testing EX ''RINKLER PU THE EXISTING FOOTING UNDER THE THE EXISTING GARAGE WALL ALL o�RAoe MIT LEGEND I EXISTING WALL AND FLOOR 11111 I-1 1= =1 Pilag m REMAN 7 r -.., • . • ' ' •1 \X4 FAAN 4 • oL/ �•:,• 4'4 •• • • ••• • C-3 LIVING ELEV. 13.77 0 WF -16 15'-44 NEW fr CONCRETE BLOCK W/5/8' STUCCO WALL DN WALL EXTERWR AND PAINTED DRYWALL ON INTERIOR NEW 4' FRAMED PARTITON WITH PAINTED DRYWALL BOTH SIIIES NEW NDN—RATED WALL WAD LAYER OF 1/2' WATER RESIST. D.W. WETSIDE AND CD LAYER 1/2. OR 5/8' TYPE AS REQ. 35 ST�v WALLS TO NEW CONCRETE FLOOR DR CQL..UMNS B ADDITION A -'i�i NAR< A. CAI QBELL 1i ARCHITECT 11074 373 NE 920ID STREET NIAMI SH087ES, FL 33138 305 305 775 4--2 3 18 o POURED CONC. WALL W/#4'S®12 OC. EA. WAY, TOP AND BOTT. PROPOSED SCALE: /4"=1 11 COMERFORD RESIDENCE 10565 N.E. 2ND COURT MIAMI SHORES, FLORIDA ADD (2) #5 BAR DOWELS. DRILL 6" & EPDXY INTO EXISTING TIE BEAM GRADE IEL DIATE :D) TIRRUPS 60" RRING ?ADE SI TY ?EAT SOIL EXISTING STRUCTURE - NEW TIE COLUMN (TC -3) WITH #5 BARS ® 12" O.C.TO BE DRILLED & EPDXIED INTO EXISTING 11E COLUMN - (6" MIN.) ALSO ADD (2) #5 BAR DOWELS INTO EXIST. FOOTING W/ EPDXY GROUT EXISTING FOUNDATION NEW 4- FOUNDATION WF -16 2 NEW TC -3 TO EX. STRUCTURE N.T.S. NEW RAISED DECK WITH NEW OPEN TRELLIS ELEV 13.77' NGVD - JMECC-1 OP ID: JW AC- CERTIFICATE OF LIABILITY INSURANCE 4.......---.�--' DATE(MNI/DDIYYYY) 07/15/2016 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER Roebuck Associates Insurance Exchange LLC 5599 S University Drive, # 301 Davie, FL 33328 Roebuck Associates CONTACT NAME: Roebuck Associates (A/CNo. Ext): 954-616-1800 AXNoy: 954-616-1888 E-MAIL ADDRESS: INSURER(S) AFFORDING COVERAGE NAIC # INSURER A : Endurance American Specialty COMMERCIAL GENERAL UABILITY INSURED JMEC Construction, LLC 560 NW 39th Avenue Coconut Creek, FL 33066 INSURER B : CBC20001549400 INSURER C : 07/03/2017 INSURER 0 : $ 1,000,000 INSURER E : INSURER F : X COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. INSR LTR TYPE OF INSURANCE ADDL INSD SUER WVD POLICY NUMBER POLICY EFF (MMIDDIYYYY) POLICY EXP (MMIDDIYYYY) LIMITS A X COMMERCIAL GENERAL UABILITY CBC20001549400 07/03/2016 07/03/2017 EACH OCCURRENCE $ 1,000,000 CLAIMS -MADE X OCCUR DAMAGE TO RENTED PREMISES (Ea oc:curtence) $ 100,000 MED EXP (Any one person) $ 5,000 PERSONAL & ADV INJURY $ 1,000,000 GENt AGGREGATE POLICY OTHER: LIMIT APPLIES JE PER: LOC GENERAL AGGREGATE $ 2,000,000 PRODUCTS - COMP/OP AGG $ 1,000,000 $ AUTOMOBILE LIABILITY ANY AUTO ALL OWNED AUTOS HIRED AUTOS _ SCHEDULED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT (Ea accident) $ BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ UMBRELLA UAB EXCESS LIAB OCCUR CLAIMS -MADE EACH OCCURRENCE $ AGGREGATE $ DED RETENTION $ $ WORKERS COMPENSATION AND EMPLOYERS' UABILITY Y ANY PROPRIETOR/PARTNER/EXECUTIVENIA OFFICER/MEMBER EXCLUDED? (Mandatory In NH) If yes, describe under DESCRIPTION OF OPERATIONS below 1 N PER STATUTE OTH- ER E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOYEE $ E.L. DISEASE - POLICY LIMIT $ DESCRIPTION OF OPERATIONS / LOCATIONS 1 VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached H more apace is required) General Contractor / CGC060569 CERTIFICATE HOLDER CANCELLATION Village of Miami Shores 1005 NE 2nd Ave. Miami Shores Village, FL 33138 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE ACORD 25 (2014/01) ©1988-2014 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by. GO `lea-Fitrrn to perform special inspector services under the Florid Building Code 5th Edition (2014) and Miami Dade County administrative Code at the (Crf Az 2 Com. project on the below listed structure as of 6 -1 --t (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: e t ( ®grAt(--L- Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade$2'ounty Administrative Code, Article 0 Section 8-22 Special Inspector for ,1 russes > 35 ft. long or 6 ft. high St- eel Framing and Connections welded or bolted RE r ID L �Soil Compaction _ Precast Attachments J N l �', B1� _ Roofing Applications, Lt Weight. Insul.Conc. BY' Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the fmal inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those porti . of th- project outlined above meet the intent of the Florida Building Code and are in subs . • ' .1 : cc aaibt eiapp oval plans. f O.N. .....OF9.. Engineer/Architect 3$3x8 Name ign and Seale�' • o • til N Date: �O IG .. ▪ : .a ; CC Address 7Pro N ca `'G `„S'r ; *P1 :it: a(4° Gyre / .%Dn°/6 Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by ..5:414A Ca4.0 to perform special inspector services der the F da Building Code 5th Edition (2014) and Miami Dade County Administrative Code at the / ®.- .f A/ r project on the below listed structure as of 6-4 -(4. (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: ik eco® Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5th Edition (2014) _ Miami Dade/County Administrative Code, Article 11 Section 8-22 Special Inspector for trusses > 35 ft. long or 6 ft. high Steel Framing and Connections welded or bolted RE. �So'I Compaction _ Precast Attachments N 7 1 _ Roofing Applications, Lt Weight Insul.Conc. BY • Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the final inspection the completed inspection log form and a sealed sta me ting that, to the best of my knowledge, belief and professional judgment thos portio/.., bie • : g (,dined above meet the intent of the Florida Building Code and 'n subs •. ', ,...' 1,r oa: ; .,• Vans. 'P• •i� Engineer/Architect \ it • ' Name aa/.4,4-42 /( C, ✓k Pte' Re. ggned and Sealed W _ * : * : Q r Print Date: 6—/4--�- E of : u Address 7r,r0 Ala/ /•f4 ss *$r, 4 ol& '',�*e 1'�FSSION P; DAVID A. DACQUISTO, AICP DEVELOPMENT ORDER File Number: PZ -09-15-2015221 Property Address: 10565 NE 2 Court Property Owner: Samuel Comerford Address: 10565 NE 2 Court Applicant: Samuel Comerford Address: 10565 NE 2 Court Agent: Mark Campbell Address: 373 NE 92 Street Iio;i Mao - 10050 N.E SECOND AVE._ ',11A:'v11 SHORES. FLORIDA 3313S -23S2 2 1elepl-ione (305) 795-2207 Fax (305) 756-5972 Whereas, the applicant Samuel Contertord (owner), has tiled an application for site plan review before the Planning Board on the above property. The applicant sought approval as follows: Pursuant to Articles IV. V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Site plan review and approval required. One story addition. Garage conversion. Whereas, a public hearing was held on October 8, 2015 and the Board, aftzr having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. 'Fhe conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings. and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a one-story 600 sq. ft. master suite addition and to convert an attached garage to a kitchen and laundry room. 2) The site shall not drain onto neighboring properties or any rights-of-way. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on-site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Changes to Pane 1 of 2 drainage structures approved by the Planning and Zoning Board shall require a new site plan review application and review and approval by the Planning and Zoning Board. Applicant to obtain all required building permits before beginning work. 3) The applicant .hall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 4) An erosion and sedimentation plan subject to review and approval by the building official is required it _round cover is removed or as required by the building official. Properly installed soil erosion measures (silt tences. straw barriers, etc.) and anti -tracking area at all construction entrances are required to be put in place and maintained if ground cover is removed or as required by the building official. Required erosion control measures must be in place prior to tootings inspection. 5) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOH/HRS) as required. 6) Ground cotter shall comply vith the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances. artificial turf and rock of any kind is specifically prohibited. 7) Applicant to meet all applicable code provisions at the time of permitting. 8) this zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1 t year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally. the appiic,nt must, satisiall applicable Miami Shores Village Codes. Miami -Dade County Codes. the applicable building and life safety codes required for development. and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 8`h day of October, 2015 by the Planning and Zoning Board as follows: Mr. Abram his Yes Mr. Busta Yes Mr. Reese Yes L1r. Glinn Yes Chairman Fernandez Yes Date ri Richard M. Fernandez Chairman, Planning Board Page2of, 4 1 i Miami Shores Village Building Department 10050 NE 2nd Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756-8972 f0 F1 LE- ONLy NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by pu%2 to perform special inspector setvices under the Florida Building Code 2010 at the project on the below listed structure as of (Z- 'Zl --tC® (date). I am a registered architect/professional engineer licensed in the State of Florida. Process Number: �, L -lb- 94i, _ Special Inspector for Piling, FBC 1822.1.20 (R4404.6.1.20) _ Special Inspector for Trusses > 35 ft. long or 6 ft. high, FBC 2319.17.2.4.2 (R4409.6.17.2.4.2) Special Inspector for Reinforced Masonry, FBC 2122.4 (R4407.5.4) _ Special Inspector for Steel Framing, FBC 2218.2 (R4408.5.2) Special Inspector for Soil Compaction, FBC 1820.3.1 (R4404.4.3.1) Special Inspector for Precast Attachments, FBC 1927.12.2 (R4405.9.12) Special Inspector for Roofing Applications, Lt.Weight. Insul.Conc. FBC 1917.2 (R4405.12.2) Other Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative to perform inspection* 1. 2. 3. 4. *Special inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assign by Special Inspector. The qualifications shall include licensure as a professional engineer or architect: graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. I (we), understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the Miami Shores Building Department .Inspections performed by the Special Inspector hired by the owner are in addition to the mandatory inspections performed by the department. Further, upon completion of work under each Building Permit, I will submit to the Building Inspector at the time of the_'ion the completed inspection log form and a sealed statement indicating that, 0 " ,uu 1„nowledge, belief and professional judgment those portions of the ,• roj Ot ' .1-'... ve.q.449 }stent of the Florida Building Code and are in substanti ar,w.. �'s 41Iiafians ta No 38398• ... Engin er/Architect NameG�jJ /I. (.44, e o S 11 o •• •, STATE OF Address 7 P37.)/6“) i St 11":5 0 ovi®O' ••.�`CCDl2iDA 4i��`Z4i•(sl I FAir 1-14i !!!1111tH geed and Seal Date: 6Z-z1-ve E Date: December 20, 2016 Miami Shores Village Building Department 10050 N.E. rd Avenue Miami Shores, Florida 33138 Re: Permit # RC 16-842 Comerford Residence 10565 N.E. 2nd Court Miami Shores, Florida 33138 Folio # 11-2231-013-0590 Attn: Building Department, I, Ed lenders P.E., having performed and approved the required inspections at the job is submitting this letter will attest that the following conditions have been addressed. • The special inspector forms is in the Village permit folder and has been there since the permit was granted. • I inspected and approved the modifications to B-3 @ the new kitchen. The inspection required that (2) #6 rebar be added to the top and (2) #6g;the bottom into the existing beam with # 3 stirrups @ 12" o.c. • I inspected and approved the modifications to the new TC into existing structure which shall require the addition of (1) #6 vertical imbed into the existing footer and beam with #5 dowels @ 12 o.c. from the existing hollow vertical cell and the cell should be filled with concrete. Should you have any ques to contact me. Sincerely, tofirpop4apy additional information please do not hesitate • * — :.* -&TATE OF Ed Landers P.E. '- . PLORIDa •... State of Florida: #383%$ A4, G� 4.4 10565 Comerford Reside ei„"tiott `er 12-20-16 motO 7850 NW 1-(611-1 STREET', S,L. TE 509 L:LJAfi'd:, LAKES FL 33016 " 6- :IN: u5)S23-3! * FAX: (305)823-935 • FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: COMERFORD RESIDENCE Builder Name: Street 1QpS NE. C} Permit Office: City, State, Zip: w 1 --Ft, try Ai/4i S t F L Permit Number. Owner. Jurisdiction: 161400 Design Location: FL, Miami 1. New construction or existing Addition 2. Single family or multiple family Single-family 3. Number of units, if multiple family 1 4. Number of Bedrooms(Bedrms In Addition) 2(2) 5. Is this a worst case? No 6. Conditioned floor area above grade (ft2) 990 Conditioned floor area below grade (ft2) 0 7. Windows(250.0 sqft.) Description Area a. U -Factor: Sgl, U=0.75 250.00 ft2 SHGC: SHGC=0.25 b. U -Factor. N/A ft2 SHGC: c. U -Factor. WA ft2 SHGC: d. U -Factor: N/A ft2 SHGC: Area Weighted Average Overhang Depth: 2.000 ft. Area Weighted Average SHGC: 0.250 8. Floor Types (990.0 sqft.) Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 990.00 ft2 b. N/A R= ft2 c. N/A R= ft2 9. Wall Types (1320.0 sqft.) Insulation Area a. Concrete Block - Int Insul, Exterior R=5.0 1320.00 ft2 b. N/A R= ft2 c. WA R= ft2 d. WA R= ft2 10. Ceiling Types (990.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 990.00 ft2 b. N/A R= ft2 c. N/A R= ft2 11. Ducts R ft2 a. Sup: Attic, Ret Attic, AH: AF12 • • •6 210.4 • •••• ' • ' • • • • 12. Cooling systems • • 'kBtu/hrr • • efficiency • a. Central Unit • 28.3 ttER:16.00 • • • ' 13. Heating systems • • • • •'kBtu/hr; •' Efficiency a. Electric Strip Heat 27.3. •COP:1.00 • • • • •• •• •• • 14. Hot water systems - SupplementaaMW li�d&tion •' • • a. Electric Tankless • • p:1 �allons b. Conservation features ; •• • •• EF: 0.920 6 • •• • •••• • None • • • • •• 15. Credits Pstat Total Proposed Modified G ss/Floor Are : 0.253 Total Baseline Loads: 38.78 PASS Loads: 48.59 �7�7 I hoffeby certify at the p :} s and specifications covered by to calc latio,/are in • . 'pliance with the Florida Energy Code. - a - - --% n; : /1216-n D alsigs - 6/11460J , Review of the plans and�T1: specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL - 1E ST ti, 3 FO F'r'7, 4.'t ..� 0its /r in,/,' '4 ;0°‘,,, 0 DA, y, • i ', a t4 *'., , ;' z: Y . , J ' Ct o WE -al' ,... ., ;'- l ` 1 hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT- DATE" DATE" - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 1/11/2016 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405. Page 1 of 4 FORM R405-2014 PROJECT Title: COMERFORD RESIDENCE Bedrooms: 2 Address Type: Street Address Building Type: User Conditioned Area: 990 Lot # Owner. Total Stories: 1 Blodc/SubDivision: 1 # of Units: 1 Worst Case: No PlatBook: ,(�j (AS kit Le.+ Builder Name: Rotate Angle: 0 Street: Permit Office: Cross Ventilation: County: Miami -Dade Jurisdiction: 161400 Whole House Fan: City, State, Zip: MIAMI5ielt i Family Type: Single-family FL , New/Existing: Addition Comment: CLIMATE V Design Location TMY SiteIECC Design Temp Int Design Temp Heating Design Daily Temp Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Miami FL MIAMI_INTL AP 1 51 90 70 75 149.5 56 Low BLOCKS •1.. Number Name Area Volume • • 1 Block2 990 8415 ' • •' • •••• ' SPACES ; Number Name Area Volume IGtchen Occupants Bedrooms Infil Ifl• •.Fjr1lshed : "cooTed 4 -tart 1 AH2 990 8415 No 2 2 1 •' ;Yet; "'lies: y., , • FLOORS• •' V# Floor Type Space Perimeter R -Value Area • • Tile Wood Cart• • . 1 Slab -On -Grade Edge Insulatio AH2 80 ft 0 990 ft2 • • • ' 1 0 • —i ...:.0• • • ROOF / Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Instil. (deg) 1 Flat Composition shingles 993 ft2 42 ft2 White 0.55 No 0.9 No 0 4.8 ATTIC / V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 990 ft2 N N CEILING V# Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) AH2 30 990 ft2 0.11 Wood 1/11/2016 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 DOORS V # Omt Door Type Space Storms U-ValueWidth Ft In Height Ft In Area 1 W Wood AH2 None .46 2 6 7 6 18.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. / V Wall # Omt ID Frame Panes NFRC Overhang U -Factor SHGC Area Depth Separation Int Shade Screening 1 2 3 N 1 Metal Single (Clear) Yes S 3 Metal Single (Clear) Yes W 4 Metal Single (Clear) Yes 0.75 0.25 81.0 ft2 2 ft 0 in 2 ft 0 in 0.75 0.25 139.0 ft2 2 ft 0 in 2 ft 0 in 0.75 0.25 30.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Drapes/blinds Drapes/blinds None None None INFILTRATION # Scope Method SLA CFM 50 ELA EqLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .00027 701.3 38.5 72.4 .1863 5 HEATING SYSTEM • ••••• •••• # System Type Subtype EfficiencyCapacity • • • • • • • ¶3 ••••••• •& Ducts • 1 Electric Strip Heat None COP:1 27.3 kBtu/hr • • • • 1 sXs#1 , COOLING SYSTEM• • • • •• •••• • . V # 1 System Type Subtype Central Unit Split Efficiency Capacity Air FDA: • • $HR • • Aloc1: •• SEER: 16 28.3 kBtu/hr 1000 CAI • . 0.75 1, DictA • • sys#1 • • • ..00.11 _ • HOT WATER SYSTEM •• • : - • • . •. .• • V # System Type SubType Location EF Cap Use SetPnt • • : Con%_reiti4 1 Electric Tankless Exterior 0.92 1 gal 50 gal 120 deg None SOLAR HOT WATER SYSTEM V FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS V # — Supply — — Retum — Air CFM 25 CFM25 Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 210.4 ft Attic 52.6 ft2 Default Leakage AH2 (Default) (Default) 1 1 1/11/2016 5:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 1/11/2016 5:16 PM • • • • •••• • • • •• • •••• • • • •• • • • •••• • • 0••• • • •• •• • • • •• • • • • • •• • • • • ••• • • • •• • • • • •••• • • • •• • • • • • • • • • • • •• • • • • EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 TEMPERATURES Programable Thermostat: Y Cel ing Fans: Cooling Jan Feb Mar Apr May X Jun X Jul X Aug X Sep Oct Nov Dec Heating X Jan X Feb )Q Mar Apr May Jun Jul Aug Sep ' Oct X) Nov X) Dec Venting Jan Feb X Mar X Apr [ May L Jun Jul Aug ' ' Sep X Oct 7XC Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 1/11/2016 5:16 PM • • • • •••• • • • •• • •••• • • • •• • • • •••• • • 0••• • • •• •• • • • •• • • • • • •• • • • • ••• • • • •• • • • • •••• • • • •• • • • • • • • • • • • •• • • • • EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 Unit/ Area served: NEW AHU2 ITEM N. Glass NE. Glass E. Glass SE. Glass S. Glass SW. Glass W. Glass NW. Glass Hor. Glass T. Glass area ITEM Partition Roof Floor Ceiling TOTAL SENS. GRAND TOTAL Residential Cooling and Heating Load Calculations Based on ASHRAE Cooling & Heating Load Calculation Manual. Second Edition. Job Name: Date: Calculated by: Checked by: SOLAR SHADE T. AREA BTU/HR ITEM 37 x x 81 = 66 x x 0 = 91 x x 0 = 82 x x 0 = x 37 x 139 = 82 x x 0 = 91 x x 30 = 66 x x 0 = x x = = 250 Subtotal = HEAT LOSS ITEM Walls Roof Floor Glass Ventilation = 1.1 xDTxQ= Partition TOTAL KW OT U 13 x 0.09 x 48 x 0.03 x 13 x 0.09 x 2997 N. Wall 0 NE. Wall 0 E. Wall 0 SE. Wall 5143 S. Wall 0 SW. Wall 2730 W. Wall 0 NW. Wall 0 Knee wall 10870 T. Wall Area= T. AREA BTU/HR 0 = 0.0 990 = 1425.6 990 = 1158.3 x x = 0.0 Subtotal = 2584 ITEM People Kitchen Infil.Nent. = Miscellaneous Summer design: 91.0 ° F Summer Coincident W.B.: 77.0 ° F Summer Daily range.: 11.0 ° F Data Source 2001 ASHRAE Hand Book COMEFORD RESIDENCE 10565 NE 2nd COURT MIAMI SHORES, FL 01/12/16 A.M. A.R.G QT 14 20 24 22 17 22 24 22 U x 0.2 x 0.2 x 0.2 x 0.2 x 0.2 x 0.2 x 0.2 • x 0 . T. AREA BTU/HR 639 = 1789.2 0 = 0.0 170 = 816.0 0 = 0.0 171 = 581.4 0 = 0.0 �•• = x •� - x•••• • .QQ.•• 1070 • • • : Yubtotal = 3619 • • BTU/Unit 230 1200 1.1xQxDT • . .•.• 447.4111102 x ••.• x •.d•.• = :67.2 : x • • • • • •• = 20073 Btu/Hr 26095 Btu/Hr (TOTAL SENSIBLE.+ LATENT) MAX. ALLOWED PER UNIT 1.15 % = T. AREA AT U BTU/HR 1070 x 27 x 0.2 = 5778.0 990 x 27 x 0.03 = 801.9 990 x 27 x 0.09 = 2405.7 250 x 27 x 1.1 = 7425.0 1.1 x 27 x 67.32 = 1999.4 0 x 27 x 0.09 = 0.0 18410.0 Btu/hr 5.4 Kw Q=ARCHxVOLJ60= 0.48 x 8415 / 60 = 67.32 Area A/C= 990 Sq. ft. Volume A/C= 990 x 8.5 = 8415 Cu. 11. TONS USE Cfm Sq.Ft./T CFM/sq.ft = 2.2 = 2.5 Tons = 1000 396.0 1.0 • • • ••• • • • ••= • • • B1k1/PN' • • = 1200•• • d.®••.• 3001 • Suea' c •• • 30009.55 Btu/Hr • ! : 0 fort4_,, 41. (Ale C6,16.0 Ose- 1.1-0, tut* P &kb .... ................ +7:40 .,,t7.4,:„ 4-te 1 • • $. • , • :s -ds tyt.. ..... tit ;.- ...... . • • ... Mt- -4 5-77 •Ock.0 c4ido-r- kr • • • 7tio r :II • • !Illo ! 0* * 1. •• • • 1 .. ir. • • • .4,— so.:,,AD,P.i..•.-3,... ALI —we. • - • • • • :• „ • . •.• • • . • • •• • • R. t f2 1 5-6 etraVit4:- • • • • • • • • • • • • ,*.•11,0 • : • • • • • • • • roth • i• s • . A --)0Selc • • 1k -tilt) _ ; , • • • . . . . . . • • ... ... .026 Esterept 0 AA .. .... .. • s • :Otil 7z-'- , t 677 . 11- - • 4,044. : 0 t, 10 (1:K . • • c - . ... . Js • • i li. •i• . :,• • .. 104 •iik*** • eq • , • • • i. • ; . 4, : • •ii, • ..0.•••ii• •• •• ' 4,1 ,•• ioio 1° e!' • • , • —4 - : • . • • • ":0•41*– :iigl• ---'•''1.'''"'V'••`!1* .:.... •••• WI : • ' .'.: WO ft• • 411-- ....r • ...‘ -S. .,,,, :., • T . .. 5 5 lir • - .17 . • Ci ::,,, • 4 it!. ieX /Z. I If ...; ••••. C14014°701 . . Edward A. LANDERS, RE. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 Cett..-ces • 5 - - - ; -- • --f• • . . ,.. : '..: . , ; • . , .• • •• : .• ; . t — „ •1 02.4 •• 0 .....r.• ..,..edtti ?3 .5 : ,Ir , 1 ”..••••;,.... . ...;,••••••44...•••••••:••...e.,i1M05,. . • • • • • • r. 00,3 • • k • •• w 4, • 5111iu .•cAre. P.Sa. • s i •r, ..(17 . . a. 4 irc7u777, • 1!_ ... — ..... JL1757- ••••• •• - ... • • • • 41/LX•73,.. ..Z•••Q; $r4144.1F . • • • 64 , 6 • • , •-;"'. •!. *LI --•-••• • • • • • cil• 7 . . • ii co; • . ii • • ••••• • • : • • • . • e .. • ' • • is • • • • fl • • 6 • 6 • • .• : • • • •• -• • • 24 z7- • • e • • • • - gni tit 44 • • • . • • Edward A LANDERS, P.E. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 111111111•11=•••••10{11111•11••••••11011M • . • " • • • cto rt .... .• .. •-• ... • , z • - .. • b; 10 },4 • 3e 0:‘,0ce ?.(f),) • . • ... • A • • • • • • • ••• •••:•-••- •-:iirs es ••••A• : • • • •A it:• • • 0; • . • 10 ..0.. • A • • • , • • • • •: 11 • • • 'Or" •••i• 0;0 • • • • • • 1•1' "0' "i" • . . • • • • • • • • A • • Aiple• IL • .• • • • • • • • • • • • • • • • • • • • Edward A. LANDERS, RE. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 C-1\-t•C3 5- z5----(6 TABLE3.2.1.2: Reinforced Wall Properties for Load Combinations Not Including Wind or Seismic Concrete Masonry Wall Properties Steel Reinforcement Properties • tm,m 8 in EB 29,000,000 psi For Effective Depth , d =. 3.8125 in FY 60,000 psi Out -of -Plane Resisting Moment and Shear for Bars Positioned in the Center of the Wall (Table Arranged by Increasing MR) fm =1,350 psi =1,500 psi .. . . • • • . • • • . • • . • • • • • • .. . • • ... • Reinforced Concrete Masonry Design Aids fin = 1,350 psi • i'm = 1 500 psi Bar Size Bar Spacing . (in) A, (in2/ft) MR (in-Ib/ft) Bar Size Bar Spacing (in) A,, (in2Xt) MR (in-lb/ft) Bar Size Bar Spacing (in) Ae (in2/ � MR in-lb/ft (� ) Bar Size�e Bar Spacing (in) A {in /ft) IVIR (in-lb/ft) 8 7 6 8 5 7 8 6 4 7 8 8 5 7 6 8 7 6 5 7 4 6 8 7 5 8 6 7 8 8 8 16 8 16 24 16 8 24 32 40 16 32 24 48 40 32 24 48 16 40 56 56 32 64 48 64 1.19 0.90 0.66 0.59 0.47 0.45 0.40 0.33 0.30 0.30 0.30 0.24 0.23 0.23 0.22 0.20 0.18 0.17 0.16 0.15 0.15 0.13 0.17 0.13 0.12 0.15 0.11 0.11 20,072 19,008 17,730 16,609 16,221 15,650 15,040 14,499 14,301 14,067 13,987 13,160 13,134 12,972 12,896 12,465 12,103 11,758 11,506 11,374 11,374 10,836 10,684 9,749 9,598 9,349 9,105 8,530 , 4 8 6 5 7 6 5 4 8 6 7 5 4 8 5 6 7 5 4 4 6 5 01. : 4 t. "4 4 ... 24 72 56 40 72 . 64 48 32 96 72 96 56 40 120 64 96 120 72 48 56 120 96 • • •64 • :2'•: '120` : "b6 " 120 .. 0.10 0.13 0.09 0.09 0.10 0.08 0.08 0.08 0.1.0 0.07 0.08 0.07 0.06 0.08 0.06 0.06 0.06 0.05 0.05 0.04 0.04 0.04 0904 b.d3 1 b.d3 0103 ' 0.02 ... • •• �NRa�43c.3 4t. co cocnrnaowwo>VVVa,w • V-+.0)QC.—►N 0)0) w0�110700 1,010)OIV W 0,00 -VI r1 -CO w4i O0.4O•+&(001. 01 GO4010000) V 070 V w0O N0001 0- -s • ONcp)w9P.pN01 CO CON-. W000 V OiV 0)00 CO N3CO40 • V O) 01 CO V CO 00 V 4 01 01 V CO 0 01 CO) CO V 4 0) CO 00 0) V W 8 8 8 16 8 16 24 16 8 24 32 40 16 32 24 48 40 32 24 16 48 56 40 56 64 32 48 64 1.�9 0 0.66 0. 0.47 0.45 0.40 0.33 0.30 0.30 0.30 0.24 0.23 0.23 0.22 0.20 0.18 0.17 0.16 • 0.15 0.15 0.17 0.13 0.13 0.15 0.12 0.11 0.11 CO 'cl• CO CO CO CO 10,'C;' LO CO eP 10 1-. CO 10 w' 411' CO to s? et 10 et O P. r 1O r 00 t0 0 r 0) CO r f� M r N N N 1p r r 0) N 1- CO CO CiOv 01Ar1OOWCO0)rCON<01�0)000rN.N.l`COVIgrV-r 00 00 N O 00 0) co Co co r r r r 0) 0 c') 0) 0 0') r r. 1- CO 1- co (0 e- a- 1..• 00)CO1-CCcototpto10'��'c c 1hNNNNN rO000)0)01 r 72 24 72 56 40 64 96 48 32 72 96 56 120 40 64 120 96 72 48 56 120 96 64 72 120 96 120 0.13 0.10 0.10 0.09 0.09 0.08 0.10 0.08 0.08 0.07 0.08 0.07 0.08 0.06 0.06 0.06 0.06 0.05 0.05 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.02 8,928 8,348 8,114 7,840 7,786 6,860 6,696 6,534 6,331 6,097 6,085 5,600 5,357 5,104 4,900 4,868 4,573 4,356 4,278 3,667 3,658 3,267 3,209 2,852 2,614 2,139 1,711 .. . . • • • . • • • . • • . • • • • • • .. . • • ... • Reinforced Concrete Masonry Design Aids I fgt. ckin . (3er by-)-evkf /mai st2-5 A..) 1m"Yta -/-7 8c„,coc.)) . 3S -2i g cro, 44. tt Azr 16 Ann L_A-rr-rcitt„ 14 -Ane M. •,"" . . . ir Z P 14: 4 0133. ptil 0.73 os-eieu q-ci K SF- -ei.• 4-S- , . • ---74-6 daca4 ; O - A, • , • ii••• • : • • . 00 • , .. 0: .i.'...e-......, • . • i:• . 144d.0A00.0t01- .0.o 41• . C.r-4A46.200 0 • • 4 • ow „.„ I ,: • • • • • 0: r'.... . • • •• • :• • • . 0 • • • (1 • 57/11 Art ol . r. . •• •• . 37ps- • • . • • • _ K51' '511\r‘ 6-2) PAik ts c(4-71. — 3s21 r.r, /.33)(104 Edward A. LANDERS, P.E. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 s 0, b4 T413.11 P a 410P 1< o. ®f• ��yn�d > O., J• • • • • • ••• `2106 • ' •:' • • • • ••. ••: • • •••• • •• •• •• •••••• • •• • • r •; • i• ..;.•....•• • • • •••• • • Coo NA • • • • •• . •• • ••• • •• • • • • • tea. •• • •• • • •• • • • • • Edward A. LANDERS, P.E. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 )( �r 7,‘ t 15,1t ( L(9'Cl I Oa 4sir 46,74 • • • :• • • •, • 000440 • •••••••: • • ••_S• • • • • • •••: • • • • ••. • •• • • • •' Al •• • •• :• •: • • •...• •: • • • • • • •• • • • • • •••• ••.•••.• • • •S.• ••• • • •••••vr • • ' • • • • •••:••• • • • Edward A. LANDERS, P.E. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 ccs - 3 -z5----(6 3,Z5_r' TABLE 8.4 (Continued) Non -Dense Seteot Structural No.1 Dense No.1 No.1 Non -Dense No.2 Dense No.2 No.2 Non -Dense No.3 Dense Select Structural Select Structural Non -Dense Select Structural No.1 Dense No.1 No.1 Non -Dente N. '-nse No.2 0.2 Non -Dense No.3 2"-4"thick 10" Wide 0^ w..,,:„( • -1, ,.4 SOUTHERN PINE Dense Structural 86 a'b"dtri;irtura172 ii iu. i 1• • • Design values in pounds per square inch (psi) Tension parallel to grain Ft Shear Parallel to grain Compression perpendicular to•grain Fci Compression parallel to !grain Fc 1850 _.., 1450 950 90 E 480 1450 775 90 860 1750 1,00,000 1200 725 90 565 1600 1,800,000 1200 6250 90 48p 15100 1,700,000 1050 90 68A1,600,000 950 550 75 90 565 165059 1,600,000 600 90 1500 1,400,000 325 90 480 1400 1,400,000 2050 1100 565 850 1,400,000 1900 1950 90 660 1950 1750 725 90 4805 1800 1350 1700 1250 675 90 660 1150 1700 1 90 480 1600 975 90 660 1500 900 550 90 1600 525 90 `�5 1450 575... 325 480 1350 90 565 825 (Dry service conditions — 19% or less moisture ttosa %b • • •1 50 155 2000 ctit) •; • • • 450 130 660 2000 Dense Structural 86 Dense Structural 72 Dense Structural s5 2-1/2'-4"th ck 2-14ig wider •. tar. ; •,. I)! • • • •• • •• •• • • • ••• • • 0 ••• 145 120 1101,800,000 1,900,000 1,809,000 1,700,000 1,800,000 1,700,000 1,609,000 1,700,000 1,600,000 1.400,000 1 400 000 1,800,000 1:x.000 1 i0. 11001300 1.600,900 'r �i+§' h: is -_,. 1000 1,600,!00 ry_..� ••• • ._._.�:::-. AFP-�.I-; rrncrly XFPA1, fit' a_shingtcn. DC, 1991. • • • ••• • • • • • • • • • • ••0 • • • • • • •• •• • • • • •• • • • •• •• • • ••• • • Dense Select Structural 3050 1650 100 660 2250 1,906,000 Select Structural 2850 1600 100 565 2100 1,800000 Non-Dense Select Structural 2850 1350 100 480 1950 1,700,000 No.1 Dense. 2000 1100 100 660 2000 1,800,000 No.1 2"-4"thick 1850 1050 100 565 1850 1,700,000 No.1 Non-Dense 1700 900 100 480 1700 1,600,000 No.2 Dense No.2• 2"-4" wide 1700 875 90 660 1850 1,700,000 1500 • 825 90 565 1650 1,600,000 No.2 Non-Dense 1350 775 90 480 1600 1,400,000 No.3 850 475 90 565 975 1,400;000 Stud 875 :500 90 565 975 1,4001000 Construction 2"-4"thick 1100 - 625 100 565 1800 1,500000 Standard 625 j 250 90 565 1500 1,300,000 Utility 4" wide 300 1 175 90 565 975 1,300,000 Dense Select Structural 2700 1500 90 660 2150 1,900,000 i Select Structural 2550 1400 90 565 2000 1,800,000 Non-Dense Select Structural 2350 1200 90 480 1850 1,700,000 No.1 Dense 1750 950 90 660 1900 1,800,000 No.1 2"-41hiok 1650 900 90 565 1750 1,700,000 No.1 Non-Dense 1500 800 90 480 1600 1,600,000 No.2 Dense 5"-6" wide 1450 775 90 660 1750 1.700,000 ' No.2 1250 725 90 565 1600 1,600,000 No.2 Non-Dense 1150 675 90 480 1500 1,400,000 No.3 Stud 750 775 425 425 90 94 ^ 565 565 925 925 1,400,000 1,400,000 bense Select Structural 2450 ' 1350 90 660 2050 1,900,000 SPIB Select Structural 2300 1300 90 565 1900 . 1,800,000 Non-Dense Select Structural 2100 1100 90 480 1750 1,700,000 No.1 Dense 2"-4"thick 1650 875 90 660 1800 1,800,000 No.1 ',Non-Dense • II • 150[ • 15 • 90 565 1650 1,700,000 No.1 8" wide • 135% 775 • • • • 90 480 1550 1,600.000 No2 Cense . No2• No.2 • • • •: • lien 'Y203 : • : • : �:5 • 660 • • 1. 90 90 660 565 1700 1550 1,700,000 1,600,000 Non-Dense • • ' • • 1160 • • 680 ••1 90 480 1450' 1,400,000 No.3 •Stn.ictitral 700 400 20 _ 565 875 1,400,000 Dense Select Select Structural• • • • • _ 2150 • • : 1200 11 • • • • • X90 660 565 2000 1850 1,900,000 1,800,000 •• • • • • • • •, • • • •• • • • • • • • •• • • • ••• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 4 , •i ... : .......... . Fv ;5' 7. et) x 6 tA01-- loorwc 41-16-177-4f Pc,re-Pc (.93f ktf 6a/7 -5 .31445- cz)(1,, f (;\Nk-1.5\)(It • • • • . • • • • • • • • • • • •;A.. • • • ••••• :•• ••:•IrIP • • • •••••-:- ••••:. • • i• • • ;'••••••:.t1;* 161.'. 11 •• • • • ' •• • • •• •11 •• • • •• • • • • • • • • •••• • • • • • • • • (=J.; 3 a t4r)c- Tg-ttichni Edward A. LANDERS, RE. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 c/'1 -Cf 1/ 1... ....... •• 17( ;ma x .237.. OZ 7141-- Tr- )rzy, (s-7-1667 ede- 04 0/35' Edward A. LANDERS, RE, CONSULTING ENGINEERS r•Ct: 100 0. •••. • .' .•.J• • • • . •. • • 27. • • • e• '.'#ii'l: .ss • • • • ••..i•' P.E. #038398 (305)823-3938 `Z •• •. • •'. • :•• •Y'•'i Edward A. LANDERS, P.E. CONSULTING ENGINEERS • •••• ••.S• .. • • •; •• • • • • ;.�. •• :• • �• • •••••••:-•• ...... • • ' • • � tJ 4. • •• • . • •. •••i'i•: • •, ••••0 • • • 0 • P.E. #038398 (305)823-3938 • • ...... ..• ...... ...• G f,444-4-0 • . . ...... „. ...... .• ST , %zAt-e •-e,N) 1,7;. I a Sri c Edward A. LANDERS, P.E. CONSULTING ENGINEERS -r13:0_CF/f-- CU/L 1O P.E. #038398 (305)823-3938 ?C' •••••i• • •••• . • .1• :•-• • •••• • 11.1,1t- • • • • • • • • • • • . 46 • - • • • •.• • • •,.•,,, Ire- • . `1°.''' ITC$ 2 • 6.b ....' i•'• • •••• " .... • .. • .................. • "• • • • •• • • • • • • • • • • . • • • : • • • • • ell • • 0 • • • • •• • • • •••• • • • • • • • • ... . „ ..... „ ... . p (-r 0 • 0 .sr . ....... .S;(9 crek Zs 6fe— "rvu X • • • • • • • ,10 • : ,,,, : • • 0, • • ' . 0 . • • 40 Il• • • . ..e. : .• .: 0 • • • • : '•• • • • ':. • ••• 1.- - - 1 0.••P.- . • • S�s -- • • , •• •• •••• • 441 •i ... • . • • • • ft— • • • • • • • • • Q --1(.47.•X'' 14' e' :77" ".' C7:170 e • 7. 6 i re x -Ls,- 7 7, Edward A. LANDERS, RE. CONSULTING ENGINEERS P.E. #038398 (305)823-3938 '.000a0000, 3- /S" Date Company Address City MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, : 3/26/2016 Name : Edward A. Landers, P.E. : 7850 NW 146th Street : Miami Lakes Inc. Copyright 2016 www.mecaenterprises.com Project No. : 1614716-01 Designed By : Edward A. lenders, P.E. Description : Wind Pressures Customer Name : 10565 NE 2nd Court State : Florida Proj Location : Miami Shores, Florida File Location: C:\Program Files (x86)\MECAWind\1614716-01.wnd Roof not Shown L Ate; M1 x I .„,,,.; 5 Walls L. 1 4' l'QC 41` a i r 3 1 1 1 !2 r Gable Roof 8 a== 7 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, Description Width of Pressure Width Span ft ft with a Load Factor of•,J ..•• Coefficient Zone "a" Area Zone Max Min ft'2 GCp GCp =5 ft •% Max P "Min P psf psi' WINDOW B WINDOW C WINDOW D WINDOW E WINDOW F WINDOW G DOOR 2 DOOR 3 UPLIFT UPLIFT UPLIFT 6.00 3.00 3.00 3.00 1.67 5.00 6.00 3.00 2.00 2.00 2.00 4.50 3.00 7.00 4.00 5.00 4.33 7.00 7.00 10.00 10.00 10.00 27.0 4 9.0 4 21.0 4 12.0 4 8.3 4 21.7 4 42.0 4 21.0 4 33.3 1 33.3 2 33.3 3 0.83 0.90 0.85 0.89 0.90 0.85 0.80 0.85 0.25 0.91 0.25 -0.92 -0.99 -0.94 -0.98 -0.99 -0.94 -0.89 -0.94 -0.95 -1.43 -1.43 • • • • • •• •• • 34.33"=37.38:'. •• 36.66"=39.71 • 34.926:2.5:.97 . .". 36.230 X59.28 •••• 36.6600:3:.71 34.8; -3V.90 • 33.29 -36.35 • 34.9f••131.97 •••• 16.00 -38.28-•..• 36.92 -54.78 16.00 -54.78 • • Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*VA2*Khcc*Kht*Kd = 33.94 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.266), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. • •• • • • • •• • • • • MECAWind Version 2.1.0.6 ASCE 7-10 Developed by MECA Enterprises, Date : 3/26/2016 Company Name : Edward A. Landers, P.E. Address : 7850 NW 146th Street City : Miami Lakes State : Florida Inc. Copyright 2016 Project No. . Designed By . Description . Customer Name : Proj Location : File Location: C:\Program Files (x86)\MECAWind\1614716-02.wnd Roof not sliomi www.mecaenterprisas.corn 1614716-01 Edward A. landers, P.E. Wind Pressures 10565 NE 2nd Court Miami Shores, Florida 1. r 1 r 2 Gable Roof 0 = 7 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of•.e•6 Width of Pressure Coefficient Zone "a" = 5 f1 Description Width Span Area Zone Max Min Max P "Min P .• . ft ft ft^2 GCp GCp psf WINDOW B WINDOW C WINDOW D WINDOW E WINDOW F WINDOW G DOOR 2 DOOR 3 UPLIFT UPLIFT UPLIFT 6.00 3.00 3.00 3.00 1.67 5.00 6.00 3.00 2.00 2.00 2.00 4.50 3.00 7.00 4.00 5.00 4.33 7.00 7.00 10.00 10.00 10.00 27.0 5 9.0 5 21.0 5 12.0 5 8.3 5 21.7 5 42.0 5 21.0 5 33.3 1 33.3 2 33.3 3 0.83 0.90 0.85 0.89 0.90 0.85 0.80 0.85 0.25 0.91 0.25 -1.12 -1.26 -1.16 -1.23 -1.26 -1.15 -1.06 -1.16 -0.95 -1.43 -1.43 34.33" =Z14 .22 .". '. 36.66••=/8.88' " 34.926:111:.40: .'•. 36.2S• 4148.02 •••• 36.66.0:41.88 • 34.8: -45.26 • • 33.29 -42.15 • 34.92.•14:.40 •••• 16.00 -38.28 ••.• 36.92 -54.78 16.00 -54.78 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 33.94 psf Parapets Components & Cladding (Ch 30 Part 4, Para 30.7.1.2) Pressures taken from Table 30.7-2 at top of Parapet and multiplied by Exposure Adjustment Factor (EAF =1.286), Topographic Factor (Kzt = 1.00) and Reduction Factor (RF = 1.0). The effective area for the parapet is 10 sq ft [0.929 sq m] to be conservative, which makes the Reduction Factor 1. • .• • • . . .• • liJ 1P1 Wiudwaaed I arvr� Load Case A Load Case A - App back. p1: Positive pl: Positive p2: Negative p2: Negative LGctivard parapct Load Ca. 13 tifitfr Top of parapet 0 ly Positive Wall Pressure to Front and negative roof pressure to Wall Pressure on Front of Parapet Wall Pressure on Front of Parapet Roof Pressure on Back of Roof Pressure on Back of Load Case B - Apply Positive Wall Pressure front. p3: Positive Wall Pressure on Back of p3: Positive Wall Pressure on Back of p4: Negative Wall Pressure on Back of p4: Negative Wall Pressure on Back of Parapet Parapet to Back Parapet Parapet Parapet Parapet (Zone 4) (Zone 5) (Zone 2) (Zone 3) = 54.68 psf = 50.08 psf -91:78•psf = -138.1'3 psf and Negative (Zone 4) = (Zone 5) _ (Zone 4) = (Zone 5) _ 0000 • • .••• • • • . • .• . Wall pressure to the • • •••• • •• 50.Wilf 50:tl8'psf •• -59,34�paf -91.78 psf • • • •• • • • • • •• • • • 000• • • • • 0000 • • •00 • �• • • • •• • • • • MECAWind Version 2.1.0.6 per ASCE 7-10 Developed by MCA Enterprises, Inc. Copyright 2016 www.mec-.3entetprises.com Date : 3/26/2016 Company Name : Edward A. Landers, P.E. Address : 7850 NW 146th Street City : Miami Lakes State : Florida Proj Location File Location: C:\Program Files 1x86)\MECAWind\1614716-01.wnd Project No. Designed By Description Customer Name Directional Procedure All pressures shown are Basic Wind Speed(V) _ Structural Category Natural Frequency = Importance Factor = Damping Ratio (beta) _ Alpha At = Am Cc = Epsilon Slope of Roof = Ht: Mean Roof Ht = RHt: Ridge Ht = OH: Roof Overhang at Eave= 2 Bldg Length Along Ridge = : 1614716-01 : Edward A. lenders, P.E. : Wind Pressures : 10565 NE 2nd Court : Miami Shores, Florida Simplified Diaphragrm Building (Ch 27 Part 2) based upon ASD Design, with a Load Factor of 6 175.00 mph II Exposure Category = C N/A Flexible Structure = No 1.00 Kd Directional Factor = 0.85 0.01 9.50 Zg 0.11 Bt 0.15 Bm 0.20 1 0.20 Zmin 0.25 : 12 Slope of Roof(Theta) 12.75 ft Type of Roof 15.00 ft Eht: Eave Height 2.00 ft Roof Area 77.25 ft • 900.00 ft • 1.00 • 0.65 = 500.00 ft • 15.00 ft • 1.20 Deg = Gabled • 10.50 ft • 664.00 ft^ Bldg Width Across Ridge= 50.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 Gust Factor Category II Rigid Structures - Complete Zm: 0.6*Ht lzm: Cc*(33/Zm)^0.167 Lzm: 1*(Zm/33)^Epsilon Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) Analysis Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 = 15.00•'t". ' 0.23 "" -' 427.06.'ft. •1•'0.92 .• •. '�'•"0.88 . . . .•• • • • . • •••• • •• •x•••; MWFRS-Wall Pressures for Wind Normal to 77.25 ft wall L/B = 0.65 ph: Net Pressure at top of wall (windward + leeward) = 38.70 psf p0: Net Pressure at bottom of wall (windward + leeward) = 38.70 psf ps: Side wall pressure acting uniformly outward = .54 * ph = 20.90 psf pl: Leeward wall pressure acting uniformly outward = .38 * ph= 14.71 psf pwh: Windward wall pressure acting uniformly outward = ph-pl = 23.99 psf pw0: Windward wall pressure acting uniformly outward = p0-pl = 23.99 psf See Fig 27.6-2 for Parapet wind Roof Pressures pressures See Table 27.6-2 Mean roof ht. Wall Pressures See Table 27,6.1 Elevation Wind Plan Net Wind Pressures on Roof (Table 27.6-2): Exposure Adjustment Factor Zone Load Casel Load Case2 psf psf 1 .00 2 .00 3 -36.05 4 -32.18 5 -26.37 .00 .00 .00 .00 .00 13 •••• • . • • .•.. • • • • •. . • • • • • • . •. .• • •..• 1.•0'00• • • • •••• • •• • .• • • • • • •• •• •••• • • • • • • • • • • • • • .• • • •••. . . • •• • Note: A value of '0' indicates that the zone/load case is not applicable. • • • • • • • • • 1 Gabled Roof Parapet Wind Loads (Figure 27.6-2): Pp 1 •r a .m ph wall pressure from Table 27.6-1 at height h Load Case 1: Povhl: Overhang Povh3: Overhang Load Case 2: Povhl: Overhang Povh3: Overhang Additional load on M\ r}:IZ from all parapets and parapet suufaves mean roof hi, 2.25 times the pr sure damnified Pleur Table 27.g3-1 for a height measured to the top od'the parapet (1,10 Roof Overhang Loads (Figure 27.6-3): pressure for pressure for pressure for pressure for I :gni �t�;;tig/phi_;rhLL zone 1 zone 3 zone 1 zone 3 • • • • • OS 111 -27.03.psf • • .••• • • = • 000* •••• _• • .• •• • • • • • • • • • • •• • .• • • • • .b0 sf .�9f • • • • •.•• • .• .• • •• • . . • • • • • • • • Parapet: hp: Height to Top php: Wall Pressure psf pp: Parapet total psf of Parapet for L/B = 1 at hp (Fig 27.6-1) pressure (Leeward + windward) - 2.25*php = 19.75 ft = 39.75 = 89.45 ..•• • • • • ...• • • . •• • • • • • • •• •• • • •••• •• • • • • • • •••• • •• • •• • • • • • •• •• •••• • • • • • • • • • • • • • •• • •••• • • • • • • • • • • • • • • • • • jU vce,L) DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami—Dade County Product Control Section (In Miami—Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements attic applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. - DESCRIPTION: Series "CA -740" Outswing Aluminum Casement Window - L.M.I. APPROVAL DOCUMENT: Drawing No. MD-CA740-LM, titled "Casement Window Details - LM & SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 05/15/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami—Dade County Product Control Revision stampwith the Notice of Acceptance number and expiration date by the Miami—Dade County.tpduct Control Section.• MISSILE IMPACT RATING: Large and Small Missile Impact Resistant MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.miamidade.gov/economv . . •. .. . . . . . . LABELING: Each unit shall bear a permanent label with the manufacturer's flaw. ¢;,logo, city, state, model/series, and following statement "Miami -Dade County Product Control Approved, unless: etherwise noted herein. '•••• • • • RENEWAL of this NOA shall be considered after a renewal application has been fll'e1'arld there leas been no change in the applicable building code negatively affecting the performance ofthis ].od•FPt. • TERMINATION of this NOA will occur after the expiration date or if there has begin a r'eivision:gratinge in the materials, use, and/or manufacture of the product or process. Misuse of this 1 DA,ai an entiorsement of any product, for sales, advertising or any other purposes shall automatically terminate ii'iis NC t flilure to comply with any section of this NOA shall be cause for termination and removal of NOA. '• • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed. in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufactureror its distributors and shall be available for inspection at the j h''► site at the uest of the Building Official. This NOA revises NOA# 12-1218.09 and consi f tl pa 1 : i < idence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by NOA No. 15-0519.13 Expiration Date: April 11, 2018 Approval Date: July 16 2015 Page 1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-1218.09) 2. Drawing No. MD-CA740-LM, titled "Casement Window Details — LM & SM", sheets 1 through 10 of 10, dated 08/08/12, with revision A dated 05/15/15, signed and sealed by Anthony Lynn Miller,.P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of a series CA740 outswing aluminum casement window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7065, dated 10/05/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 12-1218.09) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-5a' Edition (2014), dated 05/16/15, prepared by manufacturer, signed and sealedy. Anthony Lynn Miller, P.E. • • •• •• • •••• • . • 2. Glazing complies with ASTM E1300-04 •• '•' • ' . D. QUALITY ASSURANCE .... 1. Miami Dade Department of Regulatory and Economic Resources(REi't). • . • ..• • . •. . • • .• . •. E. MATERIAL CERTIFICATIONS •�' • • 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Int. for their. "Kuraray ButacitePVB Glass Interlayer" dated 04/25/15, miring on 11l%i1%f6. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America,' Int~. for Iftdr' . "Kuraray SentryGlas® (Clear and White) Glass Interlayers" dated 06/25115, expiring on 07/04/18. . Manu rez, P.E. Product Cont "' 'Emitter NOA No. 5-0519.13 Expiration Date: April 11, 2018 Approval Date: July 16 2015 E-1 . . . , PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5th Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. G. OTHERS 1. Notice of Acceptance No. 12-1218.09, issued to PGT Industries for their Series "CA - 740" Outswing Aluminum Casement Window - L.M.I." approved on 04/11/13 and expiring on 04/11/18. IT, i Manuelez, P.E. Product Contr examiner NOA No. 5-0519.13 Expiration Date: April 11, 2018 Approval Date: July 16 2015 E-2 •... • • • • .•.• • • •• .. • • • • • • ••• •• • • • • •••• •• • • • • • • •••• • •• • •• • • • • . • •• •• •••• • • • • • • • • • • • • • • •• • •••• • • • • • • • • •• GENERAL NOTES: SERIES 740 IMPACT -RESISTANT CASEMENT WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (FMff). 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS, FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD LITE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, NITS AND CONCRETE WITH MIN. KSI PER ANCA OR TYPE, MASONRY 4. 4 INS TALLLALL �TIONS.IXKS LESS THAN •1/2' THICK ARE TO BE CONSIDERED X WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 142'1 -UM OR GREATER. 1X AND 2X BUCKS (WHEN USED) SHAD. BE DESIGNED TO PROPERLY IS TRANSFER RESPONSSIBIILIITYY TO OF STRUCTURE.118 EENGGINEER OR AR ARCHITECT RECORD INSTALLATION 5) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO, USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 3, JOINT' SEALANT ALL CORNERS OF THE FRAME INTALLA ANNCHORS LD BE EO R SEALING/FLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 0) SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAL/CYCLE TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. 13. CYCLE TESTOSMVE DESIGN PRESSURREEDBBASED ON WATER TEST PRESSURE. FRAME ANALYSIS AND GLASS PERS E1�RUAAL1 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33-1/316 STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.6 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTM -7085.3578.3880, 3724: ELCO ULTRACON NOA: ELCO ORETEFLEX NOP ANSVAF&PANDS FOR WOOD CONSTRUCTION AND ADM ALUMINUM DESIGN MANUAL. TABLE I: ease Types• Sheep# DESIGN PRESSURE RATING IMPACT RATING VARIES, SEE SHEETS 6-9 RATED FOR LARGE & SMALL MISSILE IMPACT RESISTANCE 4' MAX. A 69' VISIBLE LIGHT HEIGHT (DLO) 4" MAX 37" WIDTH 28.476' MAX. O.C. IF WIDTH IS UNDER 33.476' (HEAD & 881 1 B I- 30' VISIBLE OPENING (DLO) TYP. ELEVATION OF CASEMENT WINDOW • ••• • • • • • •• • • 1 / 0 8 — — — _ / \ \ \ / \ Ct / / /7 / / / 6 • • 17-1/2' MAX SHEET SEE 2 O.C. _6'MAX O.C. USEANCHOR JAMB JAMB IF HEIGHT IS 26' OR OVER HEI. — — 7INSTALLATION.... 4 .I\ 1 B I- 30' VISIBLE OPENING (DLO) TYP. ELEVATION OF CASEMENT WINDOW • ••• • • • • • •• • • 1 6116' LtBmi (118 An -.OttPVB -1/8 An) 0 8 • • • ••• 1' a GE 451 4L NOT ...•...-•...-•..,..•1 EIE*WION..•.•. ...._.•.-.41 • • GLAZING T.....w.._`-.2 ASSEMBLY TUBE BETA.LB---- 3 2 TMS' Lain' (3H8 An - .098' SG - 3116 An) 6 • • 3 7l16 Lam! 7INSTALLATION.... 4 @18HS-.090`8G-3118HS) 7/8 lath. l (1/8 An - 7/18' AIT -118' An - .090' PVB -118° An) 8 5 7/8' Land. 10 (1/8' 7- 7/18' Air • 1/8' An • .090' PVB -1/8 An) 8 • ICHOR SP CCA�Tj--.....••— �.LL • 6 718° Leml. 10 (3118' An -114' Air - 3M8" An - .090' 80 -3116° An) . �• ,AOR IT1E8..•..--....•4' • DESIGN PRIESURES••-•--•—••86.9 EMBL IDEB41L>BgM—.a.^'. 18 7 718' Lunt 10 (3118' An - V4` Air • 3/18` HS -.090' SG . 3118' HS) • 71 8 7/8 Lane. 10 (3116' T -1/4' Alt - 3/16' An - .090' SG - 3110' An)` 69_ 9 718 LBLRi.1013/18T-114AV•3M6'HS-.096'SO- PVB'= BUTACITE BY KURARAY AMERICA. INC. 'SG'y SENTRYGLLAASS''°°BBY KURARAY AMERICA, INC. • • • • a 8 Stir LAMINATED r - GLASS STACK I 113' M80:ALED GRASS .030' SUTACTENE1 BY KURARAY AMERICA. INC. 11iA•IEALED GLASS 11/16' GLASS BITE GLASS TYPE 1 713' NOM OIASS STACK 7118'AIRSP ISM ANNEALED OR TEMPEREDGLASB IAMINATEO GLASS STACK UM ANNEALED GLASS 9Rr BUTA Ile mama tt7 KURARAY 3118"Al3RPN E0 AMERICA, INC. GLASS 7M•NOM. GLASS STACK GLASS TYPES 2 & 3 118. ANNEALED GLASS # EXTERIOR 11M6' GLASS BITE 4-1/2' MAX O.C. IF WIDTH IS 33.478• & OVER (HEAD & SILL) GLASS TYPES 4 & 5 713' NOM. GLASSSTACK 1/4•AIRSPACE 3118'TEMPERED MASS NW LAMINATED GLASS STACK3n8'ANNEALEDOR HEAT.4TRENDTHEXED GLASS AEC SAY IMMO AMERICA. INC. Mr ANNEALED OR HEATSTRENOTHE`ED GLASS 11/16° GLASS BITE GLASS TYPES 8 & 7 7116' LAMINATED GLASS STACK 3PITANNEALED OR EATSTRENO1HENED GLASS .0911•SAY KURARAY AMERICA, INC. 3R8'ANNEALEDOR HEAT -STRENGTHENED MASS 11/18' GLASS BITE GLASS TYPES 8&S PRODUCT REVISED a9oomNYNg with the Florida Building Code Am.:Witco No 1 "Qrj)9•%)$ Ill o retlon 08lo is /8131 4/4 <L0•'\\CFJi3F *�i NDr 105 14( �t • u/ _ F D. -71t g• A LThNMILLEH. P.E RIA 38708 Revised By: Revised 8r LM Dote: DOIe: 5115/15 Revision 8: Revision k 5TH EDITION (2014) FOC UPDATE 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Description: GLAZING DETAILS Drown By: J ROSOWSKI Due: CASEMENT WINDOW DETAILS - LM & SM Dote: 08/08112 CERT. OF RUTH. #29296 Series/Moda4• CA -740 Scala NTS Sheol: 1 OF 10 Drawing No. MD-CA740-LM Rev A ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• • ••• • • • ••• • INSTALLATION OPTION 1 INSTALLATION ANCHORS INTO 2X WOOD. AS REQUIRED PER TABLE 3, SHEET 4 EXTERIOR a EDGE — ►N — r DISTANCE EDGE DISTANCE EMBEDMENT CONCRETE/CMU PER ANCHOR REQUIREMENT INSTALLATION OPTION 2 INSTALLATION ANCHORS DIRECTLY INTO MASONRY. TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE. SEE TABLE 3, SHEET 4. BUCK WIDTH 00 FRAME SILL SILL RATO F 0 AirMII.11\ -rim a al_ 0 0 OPeteCeeel INSTALLATION OPTION 4 INSTALLATION ANCHORS DIRECTLY INTO METAL EDGE DISTANCE EMBEDMENT ATTACHED TO FRAME JAMB ATTACHED TO VENT JAMB WINDOW HEIGHT VISIBLE LIGHT HEIGHT (DLO) ATTACHED TO FRAME JAMB ATTACHED TO VENT JAMB BUCK HEIGHT ATTACHED TO FRAME JAMB OPTIONAL A000N FLANGE ® HEAD, SILL & JAMBS FOR SNUBBER REQUIREMENTS, SEE TABLE 4, SHEET 4. ATTACHED TO VENT 3114. VISIBLE LIGHT WIDTH (DLO) SEE DETAIL Al, BELOW NOTES: 1) USE ONLY SUBSTRATE -APPROPRIATE ANCHORS LISTED ON TABLE 3, SHEET 4. FOLLOW EMBEDMENT AND EDGE DISTANCE LIMITS. ANY INSTALLATION OPTION SHOWN MAY BE USED ON ANY SIDE OF THE WINDOW. 2) ALL WOOD BUCKS LESS THAN 1-1/2• THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS ARE OPTIONAL UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.lrr THICK OR GREATER. IX AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. MAXIMUM SHIM THICKNESS TO BE 114'. • ••• • • • • • •• 1X WOOD BUCKSIR1P, • SEE ROTEE 2 • • • • • • • •'jR•• • • • •• 1/4' MAX SHIM INSTALLATION OPTION 3 INSTALLATION ANCHORS THROUGH 1X BUCKSTRIP INTO MASONRY. • GMBEDMENT• • • •• • • • • • • • VERTICAL SECTION EAR • ••• • • • • • • • • • • • • • ••• • • • WINDOW WIDTH HORIZONTAL SECTION A -A 0111. 0,1 .IYNN, 1,, vcENSF' . • *• No.56705' �`' {EIS W : A.LUhi/0.L1ti Re. P. E9 88708 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 OE STEEL SELF -DRILLING SMS, SEE TABLE 3, SHEET 4. DADE APPROVED MULLION, ALUMINUM. STEEL FRAMING OR STEEL STUD. EXTEnRI0R V EGRESS FORMULAS: WIDTH, WASH HINGE: WINDOW WIDTH -13.1/2 NOTES: WIDTH, EGRESS HINGE: WINDOW WIDTH - 7-1/2 1) WHEN INSTALLING HEIGHT: WINDOW HEIGHT -B COMBINATION UNITS, ADDITIONAL INSTALLATION VISIBLE LIGHT FORMULA& ANCHORS MAY NEED TO BE WIDTH: WINDOW WIDTH - 7 INSTALLED THROUGH THE HEIGHT: WINDOW HEIGHT - 7 WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERUNE. SEE TABLE BELOW: Adcelo w1NEhere Regahed en each We oltho Frame Assembly Tete (FAT) 1„ Widow Anchor Type LL Width A B,C&D 1 1r -a2•` 0 0 23•-2JP 0 1 284 1 1 r Mem Anchor lype Hetet A B, C & D it -22r o 0 2Y•29.6r 0 1 284 1 1 Revised By: Revised By: LM Dole: Dole: 5/15/15 Revision At Revision A NO CHANGE THIS SHEET PRODUCT REVISED m complying with rhe FlgHda Building Code Acceptance NoDate l5.0$1Q • 01018 Deseriplion: CROSS SECTIONS & INSTALLATION Drown By: J ROSOWSKI RBe: CASEMENT WINDOW DETAILS - LM & SM Dale: 08/08/12 CERT. OF AUTH. #29296 Seriee/ModoL• CA -740 Scott,: NTS Sheet: 20F10 rowing CA MD-740-LM Rev. A ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • • • • • • •• CASEMENT (X) WINDOW HEIGHT WNDQW WITH 740 SERIES CASEMENT EXTERIOR WINDOW rL FOR SINGLE UNITS: 1) DETERMINE YOUR WINDOW S� AND (KASS, 2) KNOWING YOUR ANCHOR TYPE AND SUBSTRATE, DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 3) FROM SHEETS 8-9, FIND THE SHEET FOR YOUR GLASS TYPE. FIND THE PRODUCTS DESIGN PRESSURE FROM THE TABLE LABELED'DESIGN PRESSURE (PSF) FOR SINGLE WINDOWS ALL ANCHOR GROUPS". 4) DIMENSIONS SHOWN ARE 11P -TO -TIP. FOR SIZES NOT SHOWN. ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 5) USING THE TABLE LABELED NYINDOwANCHORS REQUIRED' (TABLE 2, SHEET 4), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD. SILL AND JAMBS OF YOUR WINDOW. 6) INSTALL AS PER THE INSTRUCTIONS ON SHEET 2. CASEMENT / CASEMENT (XX) AWNING / CASEMENT / FIXED CASEMENT (XXO) 1-s-10', SEE NOTE 7, THIS SHEET FIGURE 1: I I t / N N Ansiw type 740' '740 SERIES FRAME SERIES CASEMENT ASSEMBLY CASEMENT WINDOW TUBE WINDOW 10', SEE NOTE 7, THIS SHEET M1N.#12X1•SMS ROUGH INSTALLATION HOLES 740 SERIES CASEMENT WINDOW EXTERIOR HORIZONTAL SECTION C -C FRAME ASSEMBLY TUBE 740 SERIES CASEMENT WINDOW FIGURE 2: 740 SERIES I AWNING 1 � i� WINDOW �' 'IF FRAME �...► ASSEMBLY L r TUBE 1 MIN. #12X 1' SMS THROUGH !INSTALLATION HOLES NS 740 SERIES —0.- 41' ►41' % >' WINDOW / • FRAME �.-E ASSEMBLY Y TUBE ---r 740 SERIES `�" FIXED WINDOW' 1y *SEE PRODUCT'S NOA FOR INSTALLATION SPECS MN.#12X 1' SMS THROUGH INSTALLATION HOLES FOR EACH WINDOW IN A VERTICALLY OR •HOW ZO TA •Y COMBINED ASSEMBL • •• • VERTICAL SECTION D -D VERTICAL SECTION E -E 1) DETERMINE EACH INDIVIDUAL WINDOZ4 TYPE, =IMO IlltSS1*WI UP+SE:FIO•URES 1 & 2, THIS SHEET. DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 2) FROM SHEETS 8-9, FIND THE SHEET FOR VCR f4 • • • •• • • As_ • • 3) FIND THE DESIGN PRESSURE FROM THE TABLES LABELED •DESIG•N PRESSU• RE (PEF4 FOR WIINDOWSATTACHED 70 AVERTICAL FRAME ASSEMBLY TUBE* OR DESIGN PRESSURE (PSF) FOR WINDOWS ATTACHED TOA HORIZONTAL FRAME ASSEMBLY TUBE . DEPENDING ON WHICH WAY THE FRAME ASSEMBLY TUBE I8 ORIENTATED. THIS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY. DIMENSIONS SHOWN ARE TBP -TO -TP. FOR SIZES NOT SHOWN, ROUND UP TQ THERNI AVAILABI rilt01 HEIGHT i1MENSII SHOWN ON THE TABLES. 4) USING THE TABLE LABELED 3404014ANCANTS REOIkD' (TA JO 2. SHEt 4),DEtERIINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WINDOW. • • • • • • • • • • • • • • THROUGH FRAME HEET 2), PER THE MIN.512 XC' ANCHORTIONS ON S ARE TOHEETS 2-3. NONE THATIADDMONAL ANCHORS E USED ROUGH THE FRAME INTO THE FRAME ASSEMBLY TUBE (SEE DETAILS ON THE BTHS SHEET).TE MAY REQUIRED (SEE PRODUCT REVISED as Wntpiginewith dmFlorida Ac 1tj-D 1F•13 �6 IS1�IofDate ir,'Sif\ �� B7 ]//. FRAME ASSEMBLY TUBE NOTES: 1) DIMENSIONS SHOWN ARE TIP -TO -TIP DIMENSIONS FOR EACH INDIVIDUAL WINDOW. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 2) ANY 740 -SERIES PRODUCT (CASEMENT, AWNING OR FIXED CASEMENT) MAY BE ATTACHED TO THE FRAME ASSEMBLY TUBE. FOR ALL WINDOWS, USE THE WINDOWS NOA FOR ANCHORAGE, SIZE AND DESIGN PRESSURE LIMITATIONS. 3) ALL WINDOWS IN THE COMBINATION UNIT MUST BE ABLE TO INDIVIDUALLY COMPLY WITH THE REOUIREMENTS OF THEIR RESPECTIVE NOA. 4) FRAME ASSEMBLY -USE TO BE FASTENED TO WINDOW, AS SHOW IN DETAILS, WITH MIN. #12 X 1' SHEET METAL SCREWS. USE THE SAME SPACING AND QUANTITY AS THE OPPOSITE FRAME MEMBER. S)THE FRAME ASSEMBLY TUBE MAY NOT EXCEED 62' IN LENGTH (AS USED N AA 63° FLANGED WINDOW) OR BE USED IN TEE OR CROSS CONFIGURATIONS. 8) THE FRAME ASSEMBLY TUBE 1S NOT REQUIRED TO BE CLIPPED TO THE SUBSTRATE. ALL EXTERIOR JOINTS TO BE SEALED BY INSTALLER. 7) FOR ALL COMBINATION UNITS, ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMESAT 10' MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: Add8lonal Maws RwNlred =sash Ads MAN Fresno Assmbly 'Ade (FAT) a I17".22.e' 1Ntgsw Width Ansiw type A 9,0110 o o 2S'•DIM 0 1 21P+ 1 1 a 11. Window KAIBt1 Anchor 100e A 8,0111) 17".22.0' 0 0 23' •2110' 0 1 2S'+ 1 1 0 5 N 4) O cc A• J 2 06N W 0 0 sZ SF Z W 2 0 rc Q O LL O M co .,Z x U A RR z oz z LYNN �•'ttCENStr • F� No. 58705 �•'. S ATE F t• �,•. A LY I(I Lth PE. CERT. OF AUTH. #29298 p5059705 ••• • • • • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • I HOLE L: . Window Anchors Required C!) Anchor Substrate WkMawWidth 3hr) Min. O.C. Wanes under 23' 28.13116' 27-314" 30' 83-1/2' 35' 37' 14/4' Anchor Group Amturcl0tp Anchor Gawp Anchor Group Analvo Group Anchor Group Anchor Gawp 914, steel BMS (06) or 814, 410 8$ SMS A 6 C613 A B C&D A B 060 A B C&D A 8 C&D A B C&O A B 060 g underte, Jamb 2 2 2 2 2 2 2' 2 2 2 2 2 2 2 2 2 2' 2 2 2 2 Head/8111 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 2816/18' Janda 2 2 2 2 2 2 2 2 2 2 2 2 2 1 2 2 2 2 2 2 2 Heed/819 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 1.114' Jamb 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 Head/Sl3 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 9 48' Jamal 4 4 4 4 8 4 4 8 4 4 8 4 4 8 4 4 8 4 8 8 4 Head/S111 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 9 4 3 3008i8 Jamb 4 8 4 4 8 4 4 6 4 4 8 4 8 8 4 8 8 4 8 8 4 Head/813 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 6d ,lamb 6 8 4 8 6 4 6 B 4 6 8 4 6 B 4 B 8 4 0 B 4 He64/a0 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 83'Jamb 8 B 8 8 B 6 8 B 8 B 8 8 8 8 8 8 8 8 8 8 8 Heedl8111 2 2 2 2 2 2 2 2 2 2 3 2 3 3 2 3 3 3 3 4 3 72' Jamb 8 8 8 8 8 8 8 8 8 8 10 8 8 10 88 10 8 8 108 Head/8111 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3 3 3 3 3 3 76` Jamb B 8 8 8 8 6 8 10 6 8 10 6 B 10 8 8 10 8 8 10 8 Head/S2 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 3_ 3 3 3 3 3 84'Jamb 8 8 8 8 10 6 8 10 8 8 10 8 8 10 8 Head/841 2 2 2 2 2 2 2 2 2 2 3 2 2 3 2 • Group Anchor Substrate Min. Distant* Min. O.C. Wanes Min Embedment Anchor Plate Required? A 114" steel Macon Hell= Block 1' 8' 14/4' No bas S. floe 618' 1" 1418' No 914, steel BMS (06) or 814, 410 8$ SMS 6083-16 Alum. 3/8' SIM .050' No A38 Steel 3/8' 6/2" 060' No A653 Stud, Gr. 33 318' 618' .035, 211 Ga No B 812, steel SMS (GS) or #12, 410 88 SMS S. Pine 8/8' 1' 14/8' No 13083.15 Alum. 318' 818' .050' No A36 Steel 318' Gr .050' No A653 Stud, Gr. 33 3/8' 8/8' .035', 20 Ga. No 0 1/4' steel Ullman 2.86k Concrete 2-1/2' 4' 1318' No 2.85k Concrete 1" 4' 1414' No Hollow Block 2-1/2' 8' 1.1/4' No 012, steel SMS (05) or012,41086SMS S. Pore Bib' 1' 1318' Yes 803-T6 Akre. 818' 6/8' .0713' Yee An Steel 318' 8/8' .050' Yee A853 Stud, Gr. 33 3/8' 5/8' .046',18 Go. Yee D 014, steel SMS (GB) or 014, 410 SS 8818 S. Pine 5/8' r 1318' Yee 608346 Alan. 3/8' 8/' .0713' Via 1 A38 Steal 3/8' 618' 080" •Yea A853 Stud, Or. 33 318' 518' .046', 18 Ga. *Yee 2.8Er Concrete 1' 4' 1414' '�I'�$ 2.8181 Concrete 2.112°' 4° 14/8' •1:e6 114' steel U6raoon Hollow Block 2.1/2" 5' 1.114' lea FBed Bleak 2.112' 4' 13/4' Yea 1/4' 41088 CmisFlex 3.35k Commie 1' 6' 13/4' No Home Bleck 2.1/2' 6° 1-114' a 8/18' steel Ullman 3.61 Concrete 1-1/4' 6' 14/4' • • No • Hokow Block 3-118' 6" 1.114" • • No • Fled Block 2-1/2" 5' 14/4' i • No • • NOTES • • • 1) ANCHOR MUST EXTEND A MIMIMUM OF 3 THREADS BEYOND ANY METAL SUBSTRATE. 2) ANCHORS MAY BE HEXHEAD, PANHEAO 011 FLATHEAD. • Jamb SnubberLocadans Glees Type: PUB 8O (Types 1,4&&) (Types 2,3864) 83' one None 12" max. from bas Regldred each end & 30' max O.C. 12' max. tram 12' rax. faun mw 83' each end & 30' each end & 30' mal O.C. max O.C. PVB"= BUTACI BY KURARAY AMERICA INC 'SO'= SENTRY Y KURARAY AMERICA, INC. 1) USE THIS TABLE FOR ALL WINDOWS PER THE ELEVATIONS ON SHEET 1. DIMENSIONS SHOWN ARE WINDOW TIP -TO -TM. 2) FOR SIZES NOT SHOWN, ROUNDy_la TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLE. )_%AMPLE 1: FOR WINDOW COMBINATION SHOWN BELOW; 7116' ANNEALED SO LAM, GLASS, 1/4' MASONRY ANCHORS INTO CONCRETE, +70%80 PSF DP REQUIRED, NO ANCHOR PLATE CASEMENT ANCHORS: A) FROM TABLE S, ANCHORS C & D ALLOW A DP OF +70/-90. B) FOR THE JAMB, FROM TABLE 3, ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE. 0) FROM TABLE 2, 6 ANCHORS ARE REQUIRED IN EACH JAMS. D) SIMILARLY, 2 ANCHORS ARE REQUIRED IN THE HEAD & SILL. E) DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1. F) PER RULES ON SHEETS 2 & 3. INSTALL 1 ADDmONAL ANCHOR ON THE FRAME ASSEMBLY QTUBE SIDE OF THE AWNING (HEAD & SILL). PRODUCTREVISED as complytrls with rho Florida Buildiaoda ,ti /memonclNo plmUOl Dale 204) By Mlam l :,.. pmdlle1' SAMPLE CONFIGURATIONS: A AV\ , I O d A 0 0 //X\ 0 X I4'�• r" --.1q 10' 10' £)FtcmAf •LEO.4NCj(ORS 0ALLOWADPOF+701.83.1. 1< —`— /- • • • • • • • / • BMW TME J*M80FR8M SABLE 3. ANCHOR TYPE C HAS THE ANCHOR AND , • e pin FIE tES.BD: ND DT NOT REQUIRE THE ANCHOR PLATE. < /� / • • CAROM TAKE 22, 6RNC dRs ARE REQUIRED 04 EACH JAMS. 81 / — _ / D) SIMILARLY, 3 ANCHORS ARE REQUIRED IN THE HEAD & SILL. \ ,�- —"— E)CIBTRIBIllr ANCHORS FOLL•QARNG GUIDELINES FROM ELEVATION ON SHEET 1. y �_ \ — y • • • • • • 1 1 • �R IVES OON1�ISHl!a�jj 2, INITAL! 1 ADDITIONAL ANCHOR ON THE FRAME 4' 4' B YTyBESID• • TH FD(CD CASEMENT (HEAD 8 SILL) • • ••• • �— 28' —.—I H ' " 20' f 1 f, 48' iii -r{4 /1 FIXED CASEMENTANCHORB ( BEE SEPERATE NOAP Ti A i ( 13.25' 1 A 111 J csa Y 4 1a �H Z b m 5 `\��QNy LYNN a1��'/, No. 58705 avetz____ Ai 40 auda P.E. REM/05 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FOR GLASS TYPES: 1) 5/16° LAMI (1/8 AN - .090° PVB -1/8 AN) 4) 7/8" LAMI. IG: (1/8" AN - 7/16° AIR - 1/8" AN - .090° PVB - 1/8" AN) 'PVB'= BUTACT7E6)f'VB BY KURARAY AMERICA, INC. 1 1 WINDOW HEIGHT 1 warDow SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 9.14.11.16 - PRODUCT REVISED�ploilda os emap1yI118 Building code I osvgi.13 Acseptmc° No ton Date +TTN\L 201$ 1,6 TABLE 91 - Wite3OW HEIGHT Desbin Pressure (psi) fur single Windows, A9 Aroha Groups Window Width under 23' 2518/10' 2744' 30' 33112' 30' 37' 30' under 73' +701.10 +742.30 +101-80 +70150 +701.80 +70140 +701-90 28.15/18' +74-00 +70140 +70150 +70180 +70140 +70/.90 +70/-90 3830' +74240 +70140 +70/40 +70130 +70140 +70150 +7040 A, CBD A +70/-90+701.90 C913 470190 +701-W +70140 +70140 +70/4180618' under 23* +701-90 """ 6 +79140 +70/40 +70/430 +701.80 +701400 +75/49.2 80' .. +701 ' +70/40 +70/.90 +74240.5 +7480.8 +70177.7 +70174.3 83' + +79140 +70140 +70184.3 +701-78.9 +701-73.7 4701-70.1 _ 70/-90 +701437.2 +70/77.7 +80171.9 +801024 +001- 00.8 M• 89.3 70' +70/40 +70'-84.8 +70/78.7 +107.3 +158.0 +1- 872 +1- 59.8 84' +701-90 +70180.4 +70171.3 +80/4421 +1-84.2 +701.80 +701-99 FOR GLASS TYPES: 1) 5/16° LAMI (1/8 AN - .090° PVB -1/8 AN) 4) 7/8" LAMI. IG: (1/8" AN - 7/16° AIR - 1/8" AN - .090° PVB - 1/8" AN) 'PVB'= BUTACT7E6)f'VB BY KURARAY AMERICA, INC. 1 1 WINDOW HEIGHT 1 warDow SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. 9.14.11.16 - PRODUCT REVISED�ploilda os emap1yI118 Building code I osvgi.13 Acseptmc° No ton Date +TTN\L 201$ 1,6 TABLE 91 089I9n presume (psi)for WIndare Atladred to a Velce1 Fresno Assembly Tubs Wite3OW HEIGHT Window Width 10' MAX Wdabw Width 2848/18' 274/4' 30' under 23' 2815/18' 27.3(4' 30' 33412' 35' 37' Mahn M•IgrGraup Moho:Granp /usher Group Anchor Group Mellor Group Anchor Group Made Group Ander Group Ancbo Group A Andra B Group C 0 A B C & D B A.0&D B A, CBD A B C913 B AC&D B A,C&D 3s under 23* +701-90 +701.90 +701-90 +70)-90 +78190 +701.99 +70/40 +791-90 +78190 +70/-90 +79/-90 +701-99 +78190 +70/-90 +70/0 +70140 +70'-90 +74240 28.15/18' +75/.49 +75/.90 +i0 -90 +701.90 +70 01.9 +701.90 +70/90+70.90 +70!40 +701-90 +701-90 +791-99 +701.90 +75/.90+10/40 +70140 +701.0 +15/.90 +75/.90 +70/ 0 383/8' +791-90 +75/-71.0 +70.90 +75/.99 +70/41 +70190 +701.9 +701-90 +701.80 +701-99 +701.90 +75/.60 +701.90 +75/-99 +701-0 +75/.90 +70+.90 +70140 48' +701.73.1 0/$7.3 +712-90 +791-90 ./-84.8 +70190 +70/40 +7W-90 +791-9 +70/.87.8 +75/.90 +70/40 +70/-78.8 +70/-90 +75/.90 +701.90 +70188.9 +701.90 50SS' +189.3 +1.543 +701-90 +70/-90 +1.81.4 +701.60 +70/.90 +791-99 +70.90 +70.932 +70/.90 +70/.90 +75/.74.8 +701-90 +701.9.2 +79140 +791-9(3 +791892 80' ./-58.8 +/-468 +70/.84.7 +101.90 ./-81.0 +75/.812 +7040 +79175.9 +70-90 +70.702 +791.9.5 +701.9.3 +1429 +70/80.5 +701-782 +75/-17.7 +70/-11.2 +75/-743 03' +/-55.7 +/-43.6 +70/-80.7 +75/.9.5 +1493 +75/-77.3 +70140 +75/.72.3 +75/.90 +/.889 +701.84.3_+70.705 41S99 +75/.78.3 +70.71.8 +701-73.7 +147.8 +75/.701 TP&L 7: D0019n Ptcrolae (psi) for Window* Attaohod to a lbdaordel Frame Assembly Woo Wite3OW HEIGHT Window Width 10' MAX under 23" 2848/18' 274/4' 30' 33-1/2" 35' 37' ANCHOR Anchor Anchor Anchor Mahn M•IgrGraup Moho:Granp /usher Group WIDTH Group Group Grow Group All N A9 A9 B A,C&D A 8 C & D A 8 060 under 23 +70190 +70160 +70/-90 +75/48 +70/432.1 +701-90 +79140 +70148.5 +701.9 +70100 +701-74.3 +70/40 25-10116' +70/.38 +78180 +701-90 +7448 +70140 +70140 +•75/.518./ +D1(41 +�10/.4u00 +791.94 +79/40 0 +7048 38-33" +70148 +74240 +70/40 +70140 +70!40 +7019. +70/-90 6 + •+rI590. Val +70140 +70140 48' +701.0 +70/40 +7040 +7040 +70/40 +7048• +75/40 '.7048.1 +7069/ •+78150• 470140 •sr +7040 +79140 86$19' +70/-90 +70)48 +7049 +7040 +70/49 +70/40 +3014 .•+242.9.2 .+7490. • +704992 +7819.2 60' +70140 +7090 +7040 +70488 +70/40.8 +75/6011 •+7011710 +75/4077 +1101774 +0'01941.6 +70743 +78174.3 83• +70400 +70160 +70140 +70/44.3 +7078.8 +15/--708 +70173.7 +70.73.4 +70.73.7 +70701 +70-78.1 +701.70.1 12' +70140 +72147.2 +70/77.7 +7071.5 +85/62.4 +59142.4 +8040.8 +80409 +9648.9 «-59.3 4449.3 +100.3 70' +7040 +7014.8 +75/78.7 «407.3 +/89.9 +/6141) AVIA +l -5J4 • smir.2 +460 .+/-55.0 +1560 04' +7040 +7W-0.4 470-71.3 +801492.1 +160.2 +1-44.211 • • .. • • • • • • • • • NOTE 1)8E0 SHEET 4 FOR ADDMONAL SAMPLECONRGURATIONS. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. •• • • • • • • • • • • •• • • • • • • • •• • • 1 ••• • SEE SHEETS & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTRIES.8EE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. 4q O 1O Ie 2 •N 0 g ca re W co 12 d W 2 062 f7 O LL u 0 In 0 P.E.• 89795 ••• • • • • ••• • • • • • * • • • • • • • ••• • • • • • • • • 0 • • • • • •• •• • • • •• •• ••• • • • ••• • • FRAME ASSEMBLY RAE Wite3OW HEIGHT 10' MAX ADDITIONAL ANCHOR (4), IF REQ. I WUIDO1 WIDTH SEE SHEETS & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTRIES.8EE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. 4q O 1O Ie 2 •N 0 g ca re W co 12 d W 2 062 f7 O LL u 0 In 0 P.E.• 89795 ••• • • • • ••• • • • • • * • • • • • • • ••• • • • • • • • • 0 • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE 8. Design Pressure (p+» 0.r Single Windows, AB Anchor Groups Window KWh udder 23' 2848118' 273/4• 30• 334/2" 38" sr under 23' +9d-130 +801-180 +901-130 +90-190 +901-130 +90/130 +93/-130 28.18118' +90/-130 +90/.130 +901-130 +901-130 +901-130 +901-130 +9Q/-130 383/8• +901-130 +10-130 +901-130 +93/.130 +801-130 +9W-130 .93/.130 48' .80130 +90130 .93/-130 +90.130 +90-130 +9W-130 +90/-130 80418' +80-130 +901-130 .97-130 +90.130 +90.130 +901-130 +93/130 60' +901-130 •40/-130 +g0-130 +9W-130 .80-130 +901-130 +90-130 83' +90/130 +90-130 +80-130 .93/-130 +OW130 +8W-130 +90-129.8 7r +9W-133 +90-130 +!01130 +90/.130 +90-129.1 +901422.8 +93/113.8 78' +901-130 +93/190 +90-130 +93/130 +BN -124.1 +90/-118.7 +90/-107.8 84' +9W-130 +901-130 +901-130 +90/130 +90118.4 TABLE 9: WINDOW HEIGHT WINDOW WIDTH SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. FOR GLASS TYPES: 2) 7/18" LAMI (3/18 AN - .090" S( - 3/18 AN) •8o'= SENTRY0LA#8Y KURARAY AMERICA. INC. PRODUCT REVISED es complying wlIh the Florida Bundles Code 1�A reeNo9fi1,• $ By .11.. l •Mi .�• Denigl Pressure (Wyk( Windows Attached to a Vertical Faroe Assembly Tube WhWOw W idly under 23° 818118' 27314° 30' 33.112" 35' 3r Anchor Group Anchor Group Anchortroup Anchor Group Anchor Group Anchor Gray Anchor Group A B C D A 8 C80 B A,C&D A 8 C813 A B C80 B A,C&D A 8 080 1 under 23' +70130 .70130 .701-90 +7090 +791.90 +70/-83 +71940 +701.90 +73/ -go +70/90 .73/-90 .791.90 .70.90 +70-90 +70.90 .70.90 +70.90 .70/90 .7090 +7014o 816118' +70-90 +75.90 +7W-90 +70.90 .70-90 +70130 .701-90 +79140 .70.90 +719.90 +70.90 +79130 +70.90 .7090 +70130 +70140 +791-90 +78-90 +791-90 +701-90 38.3x8° .7040 +70.71.8 +71940 +70-90 +701-81 +70.90 +7040 +79130 +73/-9D +70/90 +78140 +70.90 +70.80 +7090 +7030 +70.90 .70/30 +70.90 +79140 +79140 48" +70.73.1 +/-57.3 +701-90 +791-80 +134.8 +70.90 +70.90 .70140 +70.90 +70/90 +70/87.8 .70/40 +701.90 .78-90 +78143 .70-90 +70.80 +7090 +70389 .701.90 63-3ir +1-69.3 +/-84.3 +70.90 +701-9D +1.81.4 +70-90 +70/30 .70-90 +70.90 +7W-90 +7043.2 +701.90 +70.90 +7090 +7090 +7W-89.2 +7030 +70/90 +7034.3 +70/40 .1.58.8 +1-45-8 .70144,7 +78.90 +1-51.8 +70.81.2 +78.90 +70-759 +78140 .719.89.8 .78.70.2 +1030 +71940.3 +70-78.6 +7040 +70-752 +7030 +70-90 +70.71.2 +70.90 93• +145.7 +1-43.8 +719$0.7 +71749.8 ./-48.3 +70-77.3 +70-90 +781-2.3 .70-90 +70145.3 +1.88.8 +70140 .7078.5 +70.74.8 +7G-90 +73/.71.6 +7030 +70486 +147.8 +70-90 TABLE 15 Design Pressure (ps° for Windows Mooned to a Horizontal Frame Aesernbtr Tube WIndaw Whtlr under 23" 2515/18° 27314' 30" 33.1/2" 35' 3r Anwar Group Anchor Group Anchor Group Anchor Gou4 Anchor Group Anchor Group Anchor Group Anchor Group AI Ali AB Al B A,C8D A B C&D A B C & D 1 under 23" +70.90 +7540 +7W40 +701-90 +70/421 +7030 +75.80 +73/-78.5 .7090 +79130 +701.74.3 .7040 261&18' +70.90 +70140 .70-90 .70/90 .7530 38319 +70.90 +701.90 .7090 +70/-90 +7090 +7040 +704 +701-88.8 +7W-90 +701-90 iw40 • •+int 9Q .7034 Wit• .791-90 +78130 +70/93 +78140 48' .70.90 +70140 +70/.90 +7090 +70/.90 +70-90 60-&8" +7030 +78.98 +791.90 .7540 .70/90 .7030 a +701.90 • +78140 • N01-90 .+78/90 .7040 .75-90 • •±781' i :+78.§b• +70490 +75.90 +70.90 +70.93 +70/.90 +75.90 +7840 +70/40 9 +79.0 • +71940 .7080 •+73/98 +70-90 +7030 63' +70.90 +7090 .7040 +7090 +75.90 +7W.90 .791-90 +70-90 +7080 +719.90 +701-90 +75-90 72' +70.90 .7090 +7090 +7040 .70/90 +70.90 +7848 +70.90 +70.90 .70.90 .701.90 +70.90 78° +7040 .78-0 +7840 +7040 .78.90 'wow .+111-90 +7940 • •+2.0-90 y0.90 I. +70/30 +70.90 84° +78.90 +70/93 +701-90 .71940 +7030 +1/040 • • • 11) EE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENT& • • • • • • •• • • f • . • • • • • • • • • • • •• 0 • • • • • • A• • • • ••• 0 WINDOW I� WIDTH SEE 011EETS 1 & 4 FOR WIDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDmONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTIES. SEE SHEET 3 FOR ANY ADDmONAL ANCHORS REQUIRED FORME FRAME ASSEMBLY TUBE. C9 re W a a g S2Z 112 n aQ t} goes ? o� O CO r 0 cc' 1R z 400 W Q NU U 5 /1/4 ,�' •.ir' * No. 58705 -''O� '•..,FLORIOP.•' &.:- P.Eb 88`701 ••• • • • • ••• • • • • • • • • • •• •• • • 8•• • • • ••• • • • • • • • • ••• • • • • • • • • • •• •• r nw.c + - - I. Malin Pressure (pa01or Single Malan, A9 Anchor Groupe Window Width under 27 25.1&10' 273+P 3r 334/2' 36' 37 36' wrier 27 +90-130 +90/-430 +90/-130 +912-130 +601-130 +80/-130 +40/-130 Moor Gram 25-15/18' +90/-130 +901-130 +901-130 +801-130 +801.130 +90/130 +90/-130 38-3/8' +881-130 +1312-130 +90/-130 +00/-130 +90/-130 +907-130 .90/-130 47 030/130 +90/-130 +90/430 +901-130 .901-130 +90/-130 +001-130 604/6- +90430 +9&-130 +90/-130 +801-130 +90/.130 +901-130 .97-130 67 +90/-130 +87-130 +60-130 +901-130 +90/-130 .00/-130 +961.130 63- +90/-130 +90/'-130 +90/-130 +80/-130 +801-130 +80/-130 +97-130 72 .901-130 +901.130 +00/-130 +90/-130 +00/.130 +901-130 499/-130 78' +90/-130 +90-130 +00/130 +901-130 +00/.130 +00-130 +90-130 84' +90.130 +89/430 +901-130 +80/-130 +901-130 +70.90 +7041 FOR GLASS TYPES: 3) 7116" LAMI (3116 HS - .090" SG - 3/18 HS) 7) 7/8" LAMI. IG: (3/16" AN - 1/4° AIR - 3/16" HS - .090" SG - 3/16" HS) 9) 7/8" LAMI. IG: (3/18" T -1/4" AIR - 3/16° HS - .090" SG - 3/18" HS) 'SG'. SENTRYGLAZPBY KURARAYAMIERICA, INC. 1 WINDOW HEIGHT --�7 WMOOW WlD1H SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. PRODUCT REVISED es c°mplyiu6 wih 1ho Florida lSuIACceptance Nods- L9. I. Yelton Dag7711111 Obi TABLE 12: Des/9a Palmate(pal) to Windows Attached to a dation Form. Assam* Tube WINDOW HEIGHT t l Window WIAh W)mlow W13h 1 0043/23' 201&18' 27.3/4' 39' 33/2 36' 3r WINDOW Anchor Group Anchor Group Ancor Gawp Anchor Group Anchot Group Moor Gram Anchor Group Anchor Grasp A Anchor 6 Grasp C D A B C&D B A,C&D_ A B ` C&D A B a C & D B A,C&D A B C8D +79140 23' +70/-90 +70/-90 +701-90 +70/-90 +70/-90 +781.90 +70!.90 +70/-90 +701-90 +7&-90 +7D-0 +7&-90 .78-90 +7&90 +70/-00 .707.80 +70/.90 .70+-90 .78/88 .701.90 under 26.15/101 +701.90 .70/90 +701.90 +70/-90 +79.80 +7790 +70/40 +701-90 .70/.90 +70/-90 +70-90 +701-90 +701-90 +701-90 +70-90 +781-90 +701.98 +70/.10 +701.90 +701-90 38318' +70/.90 +70/-71.3 +701.90 +70.90 +7041 +761-90 +701.0 +70/90 +79140 +79-90 +701-90 +701-90 +77-93 +701-90 .701-118 +70/-90 +70/.00 +70.90 +76/-90 +79/-90 48' +701.731 +1.57.3 +701.90 +70/43 +144.8 +70/90 *79-90 +70190 +70/-90 +701-90 +70/97.8 +70190 +70190 +711-90 +70/-90 .70190 .79.90 .70/-60 .79190.9 .7999 60-0/8' +149.3 +/-61.3 +79.80 +7943 +1.81.4 +7940 +7W90 +77.0 +7090 +70-0 +7993.2 +70/-90 +79/90 +7990 +71y-90 +7949.2 .7940 *num .744.3 .701.90 80' +/-58.5 +1.45.8 +701.847 +70140 +151.8 +70-91.2 +7990 +70-76.9 +7096+70149.6 ` 114+700 +70/.70,2 +70-90 +7946.3 +70.78.6 +79190 +79.76.2 +79/.90 +701-90 +70-71.2 +79.90 83' +146.7 .1.43.6 +79407 +70 .89.5 +1 19.3 +70/.77.3 +7990 .70/-72.3 +791-90 +79.85.3 +1.88.9 +79-90 +79.7&6 +79-749 +7&-93+712-71.8 +70/3 .79/.166 +1. 7.9 +79-90 TABLE 13: Design Reason) (pal) tor Windows Allotted to a Hargmdel flame Assembly Tube WINDOW HEIGHT t l W)mlow W13h wtder23' 25-15/19 27-3/4' 30' 33-/2' 35' 37" WINDOW Anchor Group Anchor Group Anchor G9Ntp Anchor Group Anchor Group Anchor Gip Anchororoup Anchor Gray A9 All All A0 B A,C&D A 8 C&D A 8 C&D andar23' +7(1-90 +70/90 +747-90 +70/40 +70/.82.1 .79.90 +79140 +70/.78.9 +7940 +79-80 +7944.3 +79-90 28-18/17 +7W-90 .74240 +79.90 +70/-80 +79190 +70-911 • Ammo • .701.09 a +7000 • +win +79-90 +70/80 38.318' +7040 +70140 +74740 +7940 +7.90 +7099 +714) ' +1 /.9I :+70j-0' 177-90 +0/40 +7W-90 48' •7040 +7040 +7046 *7040 +7040 +70.99 +761.90 a .30-99/ •+790.0 • *7/-98 +77-93 +70.93 605/8° +7040 +701--0 •70/-0 +7040 +70146 +701 • tali) ' Apt -s, . •+743. :72090 +7W-90 +79.0 80' +7040 •7048 +7040 +70-90 +70.99 +7940 +7040 +7999) +79/46 +7743 +76/-93 *76/40 03' +7040 *7049 +70/40 +7090 +7W40 +7040 +70/.0 +70/-90 +/01-96 +7940 +70/-90 +701-96 72' +701-90 +70190 +70/40 •70-90 +7090 +791.90 +7040 +77-90 +70/40 +7940 +70/43 *70/43 78' +701.90 +791.0 *701-90 +7040 +791.0 •+490'.: 870/40 • *+T7-801 `s!+7740, •.79-80 1 +79-96 +70140 84' +70/40 +79140 .79140 .7040 +74746 114+700 • U . • • • • • • • • • • • • • NOTES: 1) SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS. 2) SEE SHEET 4 FOR SNUBBER REQUIREMENTS. • •• •• • • • • • • • • • • ••• • SEE SHEETS 1 & 4 FOR WINDOWANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. (42 N a CO 2 Z ka ti `\ \,),‘ YNN rl "/ � pN�........ 0/•l. /. a4 • 10ENSF'•• .F.p * * :' No. sans TE F� • • • • • 30706 0 • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • • • • • • •• • FRAME ASSEMBLY TUBE WINDOW HEIGHT t l 10' MAK f ADDITIONAL ANCHOR (41 3/ REO. WINDOW WDTH SEE SHEETS 1 & 4 FOR WINDOWANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. (42 N a CO 2 Z ka ti `\ \,),‘ YNN rl "/ � pN�........ 0/•l. /. a4 • 10ENSF'•• .F.p * * :' No. sans TE F� • • • • • 30706 0 • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • • • • • • •• • TABLE 14: 1 1 Dealgn Pressure (Pe901r Singe Windows, A9 Anohcr Groups WlndowWdth under 27 under 23' I +70/-90 26.16/18• +701-90 27.314' +70/40 30 +70490 33-177 1 37 +70.90 1 +707.90 26-16/171 +7740 3&38' I +7740 +77-90 +77.90 +70140 +7740 +707.90 +70740 +778o 1 +701.90 +77-90 1 +70/40 37 +701-90 +701.80 +701.80 48' I +7750 +7750 +77-90 +7790 +7750 1 +77.80 +77.80 60.678' I +77-90 60' I +7740 +77-90 +701-90 +77-90 +7750 +7740 +7740 63' I +77-90 T2' I +77.90 +701-90 +7750 +7780 +7788.6 +70%90 +701-81.6 +7740 +70490 +7790 1 +7740.8 +7747.2 1 +70484 76' I +7740 +7740 +7788.3 +77.78.7 +6770 1 +5749.4 +87472 1 +8749.2 +77-90 +7744.8 +70678.8 +87-87.8 +8743.3 84 I +70690 +701.90 +7781.3 +87E3 +690141.8 1414 FOR GLASS TYPES: 5) 7/8" LAM. 10: (118" T - 7/16" AIR -1/8" AN - .090" PVB -1 /8" AN) 'PVB'= BUT SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. BY KURARAY AMERICA, INC. •compp'• yingwii UteroM19a Bonding Code A JS-OSSI-IB BxpiratIon ate /7;1110 '1B TABLE 16: 111 pes(wr Fres914e (pS91or WledOwe Attached to a VeNael Frame Assembly Tube Window Width A under 23' 2619/18' 27.374 Anchor Group B C D under23' ametir sears' 46' 60.6(4 60' 03' +7740 +77-90 +70.90 +77.73.1 +449.3 +748.9 +/45.7 +7780 +77.90 +7771.0 +1.87.3 +744.3 +1.46.9 +7790 +77410 +77410 +7740 +7790 A Anchor Group B Anchor Group 30' Anchor Group 33.177 Anchor Oroup 37 3r Anchor Grote Anchor Group C&D B A.0&D A B C&D A B +7710 +7740 +77.90 +701-90 +7790 +7740 +7740 +701-90 +7740 +77-03 C8D +77-90 +7740 +7740 +70/40 +77.90 +77.90 +701-90 +7740 +7740 +7750 +7780 +059 +77-90 +7750 B A,C&D +77.90 +7750 B +7790 A,C&D +7740 +701-80 +7740 +70150 +77.90 +7780 +701-90 +70/41 +7780 +701-90 + 7750 +7750 +7740 +7750 +701-90 +7740 +1740 +7780 +77.90 +7780 +7758.9 +7750 +77-90 +7790 +7744.7 +443.8 1 +7760.7 TABLE 16: +77430 +7740 +77.90 +144.8 +77.80 +77790 +7790 +7740 +7740 +141.4 +77-90 +70/-90 +77-90 +77.89.5 +1-51.9 +7-49.3 +77.812 +7790 +77.77.3 +7740 +7740 +7740 +70140 +77.87.8 +70480 +77432 +7790 +77.90 +7780 +77.80.3 +7748.8 +7774.8 +/4820 +77-80 +7740 +70/49.2 .7790 +7744.3 +7750 +7780 +76479.2 +77-76.9 +7740 +70/43.8 +77-70.2 +77410 +77.723 +77410 +77.85.3 +148.8 +7790 +77.78.5 +148.9 _ +7747.2 +77.71.6 +7744 +7788.8 1:00111191.380110 (pet) Nbr Windows Attached to a Hodzantel Frame Assembly Tube Window Width Nader 23' Anohar Group 1 1 under?"' 2616118' 38x8' 49' 50477 60' 83' 72' 78' 84' Alt 25-18/10' Anchor Group +7780 +7780 +77.90 +70/43 +701-90 +7740 +7790 +1780 +7740 +70490 A6 27574 Group A9 30' 33.177 35• 3r, Anchor Coup All Amhor GSM B A.13 &D A Anohor 6720 B +7750 +70/-90 +7740 +7742.1 +77.80 +707-90 +7778.9 +7740 +701-90 +7790 +7750 +7740 +70140 +77.80 +70/40 +7790• +70710 • +77.880 +70/40 •+79190 +7790 +7790 +7780 +70.90 +7780• +70/400 ✓ P°: •+70190 • +7790 +7740 +77.90 +77.90 +7790 +701-90 +77go• +7790 +7790 +7740 +707.88.8 +7748.8 080 +70140 • +77;0 A +77-90 Anchor Group B +7774.3 194• 107740 •t77 +7740 +7740 +7750 +7787.2 +77572 +7784 +7750 +77488 +7741.9 +8770 +7780 +701.86.3 +7778.7 +8747.2 +807-70 +22fg.2 +87.9.4 • j891•653 +77-00 +77&1.3 +87.70 +60141.8 107411.8 1)S ES: 1) SEE MEET 4 FOR ADDITIONAL &AMPLE CONRGURATION. S. 2) SEE 81067 4 FOR SNUBBER REQUIREMENTS. •• • +7744 +8749.4 0 0788.2• O +76/410 Ate e +7740 +7744 +87894 •+801452 •• • +77-79.9 + 8747.8 • 813743.37i +7750 +70%90 +70140 +7790 +7784.8 +7779.9 +8787.8 +8783.3 lows • • • • • • • • • • •• • • • • • • • •• • • • ••• • C&D +7'81410 +7/-90 +7790 +7740 +77.90 +70744.8 +7779.9 +80/47.6 +8769.3 SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITtCIIAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. +7771.2 +7784.8 +1-07.8 +77.78.8 W 2 ▪ V Z 10 co 2 8 16 m SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTmE4. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FRAME A88EMBLY TUBE MOON HEIGHT 10' rMAX. ADDITmNAL ANCHOR (4). IF REQ. 1 WINDOW �1 WIDTH FT SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITtCIIAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. +7771.2 +7784.8 +1-07.8 +77.78.8 W 2 ▪ V Z 10 co 2 8 16 m SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTmE4. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. ••• • • • • ••• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • roc u. - '- wpNDOW HEIGHT Deslpn Pressure (pal) for Sdgle Widows, AI Anchor Groups Window Width under 23' 25-19118' 27-314' 38' 33412' 38' 37 i48' wrier 23' +90/430 +00/-130 +981-130 400/-130 +97130 +13131-130 +97130 25.15118' +931-130 +80-130 +9W-130 +931-130 +981.130 +90/-130 +97430 38318' +901-120 +90/-130 +80-130 +47-190 +801-130 +97130 +80/-130 A +97.130 +801-130 +80/-130 4807-130 4001-130 +00/430 +80/-130 505/8' +90/-130 +901-130 +901-130 +S i-130 +901.180 +97-130 +901.130 90' +901-130 +931-130 4901-130 +97130 +901-130 +90/130 +901-130 83' 4801-130 +011.130 +901-130 +97-130 4801-130 +90/-130 +87-130 72' +901-130 +61-130 +90%130 +901-130 +901-130 +901-127.8 +901-115.7 78' +901-130 +90/430 +901-130 +90/-130 +80/-128.2 +901-118.7 +97-009.8 84' +901-130 +0--130 +93/130 +901-130 +901-118.4 +701.0 +7740 FOR GLASS TYPES: 6) 7/8" LAMI. IG: (3/16" AN - 1/4" AIR - 3/16" AN - .090" SG - 3/16" AN) 8) 7/8" LAMI. IG: (3/16" T -1/4° AIR - 3/16" AN - .090" SG - 3/16" AN) 'S0'=SENTRYOLAd 8YKURARAYAMERICA,INC. WINDOW HEIGHT WIDTH SEE SHEETS 101 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. PRODUidhritCT REVISED as complying with Uro Florida Ox Mt®11r��" f TABLE 18: 0es191 Pressure (psi) tar Windows Attached toe Vertical Frame Assemtlp Tube wpNDOW HEIGHT Window Wh9h 1 I usd323' 2515/15' 27.314" 0' 33.117 371 3r 1 WINDOW__,..4 WIDTH 1 --- Anchor Group Anchor Group Anther Group Anchor 01005 Anchor Group Anchor Group A Anchor 0 Group C D A 8 C&D B A,C&D A B ` C & D A 8 C&D B A,C&D A B C&D C&D 23' +77.90 +707-80+70140 +70/90 +701.911 *701.90 +701.90 +701.90 +77.0+70,-99 b+7(178.14 +701.90 +7790 +77.0 +731-90 +701.90 +7700 .731-80 +7790 +701.98 +731m +731.90 under 2515115' +701.90 +701.93 +70/.90 +701.90 +70/90 +79/4 +70/-90 +77.90 +77-90 +707.90 +731-90 +774 +7740 +70190 +701-93 +701.90 +7117.90 +701.90 +719-90 +77.0 +77-90 35.3/8' +70140 +7771.8 +701.0 +7740 +7781 +77.90 +701.90 +701-90 +77.90 +77-90 +77-90 +77.90 +77.0 +77-90 +77.90 +77.0 +70190 +731.90 +77.90 +77.88.0 +77.0 48' 477-73.1 +/57.30 +77410 17740 +/-89.8 +7740 +77.0 +77410 +77.0 +77.90 +701.87.8 +77.90 +7790 +77.0 +7111.90 4701- +7740 +77401 ' +7740 +701-90 +77.90 +1-89.3 +1.54.3 +7740 +10140 +1.81.4 +701-90 +701-90 +77-0 +77.0 +7790 +7783.2 +77.0 +77.0 +77401 +701.0 +77952 +77.90 +77.0 +77.04.3 +77.0 50.5/8" 80' *1.58.5 +1.45.8 +70/-84.7 .10/90 +1.51.8 +7791.2 +77.0 +77.75.9 +77.0 +7314)9.8 +77x0.2 +77.0 +770.3 +77-78.8 +77.90 +77.75.2 +7740 +731.0 +77-71.2 +77.0 83' +155.7 +1.13.8 +701.80.7 +701.89.5 +/-49.3 +77-77.3 +7740 +77.72.3 +7(9-0 _ +774)5.3 0488.9 +70/410 +77x8.5 +77x4.9 +7790 +701 7t5 +701.90 +77.88.5 057.8 +77-0 TABLE 19: Deslgrl Pressure (psi) Por Windows Attached to a Hodxonlel Frame Assembly Rbc wpNDOW HEIGHT Width IWindow under 23' 28.15/18' 27.314' 35' 33.1/2' 83' 37 1 WINDOW__,..4 WIDTH 1 --- Anchor Group Anchor Group Anchor Croup Anchor Group Anchor Group Anchor Croup Motor Group Anchor (roup A0 A9 A8 A0 8 A,C&D A B C&D A B C&D under 27 +70/40 +70/90 +77.0 +7790 +7742.1 +77e • +70741 b+7(178.14 i 1 +781-80 +77-74.3 +77-90 28.15'18' +77.80 +70190 +7750 +70190 +77.90 +77490 +77 4)98 •701 90, ��} 1+709 0 • 0/44 +7740 +77.90 38318' +70/0 +77-0 +7790 +7750 +70/40 +701544 +7+74,4P• +7 /.9 477 9 +79140 +73140 +7790 48' +77.90 +70/80 +70/40 +70/40 +77.0 +7QB9r 40199 •77t90 • +70oj0 • 1,700 +70/40 +7790 058' +7790 +7750 +70/50 +70/40 +77.0 +77.90 +7740 +707.0 +73140 +7790 +73190 +77-0 80' +7740 +7740 +70140 +7780 +7750 +7090 +70150 +17.0 47750 +70/40 +7790 +7750 83' +7790 +7740 +7740 +701-90 +77.90 +101-0 , _+j7-0 4+71.90. •+77.90 +701.0 +7790 +77-90 72• +7010 +77.0 +7740 +7740 +70140 1+70100 •+7740 , +77.0 •+77411 • vote • +7790 +70/50 78' +7790 +7740 +7740 +7740 +787.90 +10p90 :+77'0 01 097,-90• s +7040 • b +7740 I +1790 +77.0 84' +7740 +70193 +7740 .7790 +7740 +7010 .. • • 7 • • • • a • a a Ilk a - NOTES: 1 j SEE SHEET 4 FOR ADDITIONAL SAMPLECONFIOURATIONS. 2)9E0 SHEET 4 FOR SNUBBER REQUIREMENTS. SEE SHEETS 1a 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED F01 THE FRAME ASSEMBLY TUBE. O o 12 N O I,8 a Z dQ O LL 110 Z td 10 tun1 •••-• • .•• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FRAME ASSEMBLY TUBE wpNDOW HEIGHT 10' MAX. - 1 ADDITIONAL ANCHOR (4), IF REQ. 1 WINDOW__,..4 WIDTH 1 --- SEE SHEETS 1a 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. SEE SHEETS 1 & 4 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED F01 THE FRAME ASSEMBLY TUBE. O o 12 N O I,8 a Z dQ O LL 110 Z td 10 tun1 •••-• • .•• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE 20: Item Dwg. # Description Matedai 1 7002 Main Frame Head, 5111 &lamb 8063.76 Alum. 2 7071 Anchor Plate 606376 Alum. 3 7{103 Sash Top, Bottom & Side Ralf 8063-T6 Alum. 4 7008 Frame Comer Key Meet 5 7009 Sash Comer Key Steal 6 7078 Frame Gasket Vinyl Foam 7 7072 Sash Comer Gasket Vinyl Foam 8 7070 Bulb Weatherstrip .187° x .275° Flex PVC 70 10 7024 Maxim Multi -Point Lock Steel 11 7026 Lock Support Plate Steel 12 7014 Multi -Lock Keeper Steel 13 7013 Tie Bar Guide Nylon 14 1015 Tle Bar Assembly Steel orEIS 15 7028 Maxim Dyad Operator, W Wa.24 Steel 16 7027 Maxim Dual Arm Operator, WWa24" Steel 17 7030 Operator Gasket Vinyl Foam 18 7031 Operator Balking Plate Steel 19 7051 Operator Spacer8lock WW1 20 7032 Stud Bracket Steel 21 7033 Operator Track & Slider (Dual Arm) Steel 22 7073 Egress Hinge (Heavy Duty), Manu!. by Truth Steel 23 7050 Egress Hinge/Washable (HD), Manuf. by Truth Steel 24 Snubber, Anti -blowout Clip Stasi 31 Dura Seel Spacer Steel 92 1713 Setting Block 5/32" x 3/16" x 1.1/4" EPDM 33 1714 Setting Block 5/32" x 7/1M' x 1-1/4" EPDM 35 7036 lam' Bead B 8063-T6 Alum. 36 7042 Lam{ Bead C 6069-78 Alum. 37 7059 Lami Bead D 6083-T6 Aum. 38 1224 Vinyl Bulb Wstp (Thick) Flax PVC 70 39 1225 Vinyl Bulb Wstp (Thin) Rex PVC 70 50 Dow 899 Salton Backbedding 6D 7006 Screen Frame 3105.414 Alum. 61 7040 Screen Comer Key PoiyprapWsne 62 Screen Goth Fiberglass 63 1635 Screen Spline EM. PVC 64 320 Screen Spring Stainless Steel 70 134 Add-on Flange 6083-10 Alum. 71 7009 FrameAssyTube 6063-78 Alum. 80 a8 -32x 1/2° Ph. Pn. Mach. ScrTYPE 6 Stainless Steel 81 1157 88x1/2" Ph. Pn. SMS 8}101058 Steel 82 08x 5/8° FI. Ph. SMS Stainless Steel 83 Mx 7/8" FI. Ph. SMS Statnlae Steel, 84 sax 1" FI. Ph. TAB Stainless Ste, 85 118x 1" Quad Pn SMS Stainless Steel 86 88X 1.1/2" Quad Pn SMB Stainless Steel, 87 010x1/7' Ph. Pn./TIM Stainless Steel g9 810-24 x 9/16" Ph. Pn, TYPE F Sbrinloas Steel 90 me 1" Ph. Pn. TEE Stahriese 8tgp1 ASSEMBLY DETAILS ALL DETAILS SHOWN FROM THE INTERIOR AS REQUIRED PER TABLE 3, SHEET 4 SASH CORNERS FRAME CORNERS •• ••• • • • • • • • • INTERIOR .tittklnittt • • • • •O.,o‘t4 LYNN dike//0,„ • • ��4:'V\CGNSF'••F'P • • sZ No. 50705 },t a 7 to Is • :'' sT E F • 4� • e • /// 1,y/SAG` • e • 'r ONAl- F;.� • • ••• • ••• •• • • • ••• • • • • • • •• • • •• •• • •• ••• • • •• • • • • • • • • • • �- — 2.919' f- •499' I i1 2.764• 1 FRAME HEAD, SILL & JAMB #7002, 8083-T6 1-11--) 1.988' I .095' J 1 - ANCHOR PLATE #7071,8083-T8 .888" 35 BEAD B #7036,8063-T6 —►{ �+-- .172' .870' r I , .050' +-- .869° 37 BEAD D #7069, 8083-T6 3 SASH TOP, BOTTOM & SIDE #7003,.6083-T6 oro° 1.006' .423' FIXED 60 SCREEN FRAME #7008, 6063-T6 •.CSO ser J 3S BEAD C #7042, 6083-T6 .125' —+-� 1.124' h-- J 2.701' 1 .093' 71 FRAME ASSEMBLY TUBE #7004, 6063-T6 70 ADDON FLANGE #134, 6063-T6 PRODUCT REVISBD m comptytugwlkh the Ptodde Building AvcptanceeNNu {S'o5)�• 13 • Date iI1G By i/!'.cL • itttllllllkEt A. LYNN MRIFR P.E P.E088705 Revise! or Dote: Revision B: 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Revised By: Gate: Revision A- LM 5/15/15 Description: BOM AND CORNER VIEWS NO CHANCE THIS SHEET CERT. OF AUTH. 429296 Tate: CASEMENT WINDOW DETAILS - LM & SM Series/Malek Scale: Sheet: Drawing No. CA -740 NTS 10 OF 10 MD-CA740-LM Drown By. J ROSOWSKI Dete: 08/08/12 Rev: A ••• • • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • • •• •• MIAMNE COUNTY ref-tk:e.e "Fc, DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) T.M. Windows, LLC 601 NW 12th Ave. Pompano Beach, FL 33069 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "350" Aluminum Sliding Glass Door (Reinforced) — LMI APPROVAL DOCUMENT: Drawing No. W02-87 Rev E, titled "Series 350 -Alum. Sliding Glass Door (L.M.I.)", sheets 1 through 10 of 10, prepared by Al-Farooq Corporation, dated 09/25/02 and last revised on DEC 20, 2012, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www. m is midade.aov/economy MISSILE IMPACT RATING: Large and Small Missile Impact • • •. • • Limitations: • • 1. See Design Pressure (DP) capacity Vs. Reinforcing, anchor & sill height, in sheets 3.4.: . • • • 2. Glass wider than 36" require approved setting blocks or clamps per FBC requirements.... •• 3. Exterior (Positive) DP w/ frame sill (3-112") item #4 is limited to Max. +90 PSF. ...:.. • 4. Door height = door height w/o Head Receptor (Door height = door height +1" w/ Heti 1 Cgptor):...:. • • • LABELING: Each unit shall bear a permanent label with the manufacturer's name or to op ooi y, stat,and series • • : • • • and following statement: "Miami -Dade County Product Control Approved", noted hereip• • •.' • • ' • • • • RENEWAL of this NOA shall be considered after a renewal application has been filed gnd tb re has been no . • change in the applicable building code negatively affecting the performance of this product. : °°°°° TERMINATION of this NOA will occur after the expiration date or if there has been atgytsian or chance in thee: • •' • materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of Any' product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any p : rtion of e NOA is displayed, then it shall • • •••... • • be done in its entirety. INSPECTION: A copy of this entire NO, shall be available for inspection at the jo)6 site This NOA revises & renews NOA # 1 i 410. approval document mentioned above. The submitted documentation was re iewed by MIAMPDADE COUNTY APPROVED anufacturer or its distributors and cial. d evidence pages E-1, as well as NOA No. 12-1205.04 Expiration Date: December 27, 2017 Approval Date: December 27, 2012 Page 1 T.M. Windows, LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (Submitted under file # 12-0410.15) 2. Drawing No. W02-87 Rev E, titled "Series 350 -Alum. Sliding Glass Door (L.M.I.)", sheets 1 through 10 of 10, prepared by Al-Farooq Corporation, dated 09/25/02 and last revised on DEC 20, 2012, signed and sealed by Javad Ahmad, P.E B. TESTS (Submitted under file # 12-0410.15 / 08-0617.03) 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411 3.2.1, TAS 202-94 along with installation diagram prepared by Fenestration Testing Laboratory, Inc., Test Report No.FTL-2771 dated 01/15/01 & Test Report No.FTL-2976 dated 03/02/01, both signed and sealed by Antonio Acevedo, P.E. and Test Report No.FTL-3088 dated 11/19/01 & FTL-3188 dated 03/23/01, both signed and sealed by Luis A. Figueredo, P.E. and Test Report No.FTL-5438 dated 12/13/07, signed and sealed by Carlos S. Rionda, P. E. C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2010, prepared by Al Farooq Corporation, dated 05/02/12 and last revised on 12/20/12, signed and sealed by Javad Ahmad, P.E. 2. Glazing complies w/ ASTME-1300-02 & -04 D. QUALITY ASSURANCE 1. Miami Dade Department of Regulatory and Economic Resources (RF • • E. MATERIAL CERTIFICATIONS ....• • . • .... •• 1. Notice of Acceptance No. 11-1102.09 issued to Solutia, Inc. for "Sanest tP•TM - Safltit and . • • • • • saflex HP Composite Glass Interlayer w/ PET Core", expiring on Decejpber 11,491i. ...... 2. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemour�s a C0., Inc. fOf ... • • "DuPont Sentry Glass", expiring on January 14, 2017.•• • • ...... • . F. STATEMENTS • • ▪ • • • • • • . 1. Statement letter of conformance and letter of no financial interest, prepared by Al I art ocj Corporation, dated 11/19/12, signed and sealed by Javad Ahmad, P.E. 2. Lab compliance as part of the above referenced test reports. • • •...... • • • • • •. ..• G. OTHER 1. This NOA revises & renews NOA # 12-0410.15, expiring on Jan 23, 2013. 2. Previous NOA(s) associated this file are NOA # 12-0410.15, #08-0617.03 and # 07-1009.03. 3. Test proposals, dated 10/18/01 & 01/20/05, approved by BCCO. Ishaq I. Chanda, P.E. Product Control Examiner NOA No. 12-1205.04 Expiration Date: December 27, 2017 Approval Date: December 27, 2012 E-1 HEAD ANCHORS W/ RECEPTOR 6" MAX. HEAD/SILL CORNERS 3" 3" o -- CLUSTER OF 8 ANCHORS 14" LONG REINFORCING CHANNELS AT MTG. STILES 6" LONG REINFORCING CHANNELS AT ENDS & INTERMEDIATE LOCATIONS. HEAD ANCHORS W/0 RECEPTOR DOORS GLAZED WITH LAMINATED GLASS RATED FOR LARGE & SMALL MISSILE IMPACT AND REQUIRE NO SHUTTERS. SERIES -350 ALUM. SLIDING GLASS DOOR DESIGN LOAD RATING FOR DOORS TO BE AS PER CHARTS SHOWN ON SHEETS 3 & 4. APPUCABLE EGRESS REQUIREMENTS PER FBC TO BE REVIEWED BY BUILDING OFFICIAL. DOOR HEIGHT 18" MAX. CLUSTER OF 6 ANCHORS DOOR WIDTH 11 111111 11 111111 11 11 PANEL HEIGHT 0 O J C B O // THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HURRICANE ZONE (HVHZ). 1BY OR 2BY WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS, ANCHORS EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL. A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BLDG. CODE SECTION 2003.8.4. 6.1 11 D.L. OPG. 11, FIX. PANEL WIDTH ant N b 11 D.L. OPG. MOV. PANEL WIDTH // // OPPOSITE // CLUSTER OF 6 AT MTG. STILES .\ J SILL ANCHORS MallarlIMPO alas Rift JfIroMI� q-120C.®V iiiptration 27) gpi7 TYPICAL ELEVATION DAYUTE OPENINGS: D.L.O. HEIGHT = DOOR HEIGHT - 7.125" D.L.O. WIDTH (FIX. PANEL) = PANEL WIDTH - 5.575" O.L.O. WIDTH (OPER. PANEL) = PANEL WIDTH - 5.675" 18" MAX. Engr: JAVAD AHMAD CML FLA. PE # 70592 C.A.N. 3538 DEC 2 0 2012 m W W COMP -ANL\W02-87TMW) 0) (Co O N) M > LJ� Q = 3=0 r 03 Z0 3ZaZ • 40 0 FAX. (954) 781-5078 0 v d 0 N c 0 n 0 0) 0 0 0 0 a 0 0 O 0 8 vi O 0 N O o csoO ri 0 0 V 0 N 0 i .° drawing no. W02-87 sheet 1 of 10 XX 45- Q .0 XX oxo 45- .0 , I oxo XXO (SHOWN) •OXX APPROVED CONFIGURATIONS 11 ka NOTE: HEAVY REINFORCING IS SHOWN REFER TO SHEETS 5 & 6 FOR UGHT, MEDIUM OR HEAVY REINFORCING AS APPUCABLE PER DESIGN PRESSURE CHART. Engr. JAVAD AHMAD FLA. PE # 70592 C.A.N. 3538 12 ONPOSei WNW LiverrIth the Merle' hiplinate Inv J_z s:ptt Pte 1Zyi .7 my,U Z W �qq r N d g CI 0 N u. • t gh ff m• eg szmeiri jam<.. cEsigEP COMP-ANL\W02-87TMW) W c O 'cg fV L a 0) IJ 2 2 O 0 o N 0 O Mf O U 0 f ) • 0 N pI� 0 O a r u c � drawing no. W02-87 (sheet 2 of 10 .0 —� � Q I XXO (SHOWN) •OXX APPROVED CONFIGURATIONS 11 ka NOTE: HEAVY REINFORCING IS SHOWN REFER TO SHEETS 5 & 6 FOR UGHT, MEDIUM OR HEAVY REINFORCING AS APPUCABLE PER DESIGN PRESSURE CHART. Engr. JAVAD AHMAD FLA. PE # 70592 C.A.N. 3538 12 ONPOSei WNW LiverrIth the Merle' hiplinate Inv J_z s:ptt Pte 1Zyi .7 my,U Z W �qq r N d g CI 0 N u. • t gh ff m• eg szmeiri jam<.. cEsigEP COMP-ANL\W02-87TMW) W c O 'cg fV L a 0) IJ 2 2 O 0 o N 0 O Mf O U 0 f ) • 0 N pI� 0 O a r u c � drawing no. W02-87 (sheet 2 of 10 J XXO (SHOWN) •OXX APPROVED CONFIGURATIONS 11 ka NOTE: HEAVY REINFORCING IS SHOWN REFER TO SHEETS 5 & 6 FOR UGHT, MEDIUM OR HEAVY REINFORCING AS APPUCABLE PER DESIGN PRESSURE CHART. Engr. JAVAD AHMAD FLA. PE # 70592 C.A.N. 3538 12 ONPOSei WNW LiverrIth the Merle' hiplinate Inv J_z s:ptt Pte 1Zyi .7 my,U Z W �qq r N d g CI 0 N u. • t gh ff m• eg szmeiri jam<.. cEsigEP COMP-ANL\W02-87TMW) W c O 'cg fV L a 0) IJ 2 2 O 0 o N 0 O Mf O U 0 f ) • 0 N pI� 0 O a r u c � drawing no. W02-87 (sheet 2 of 10 DESIGN LOAD CAPACITY - PSF DOORS W/0 HEAD RECEPTOR LIGHT REINFORCING SEE SHEET 5 FOR DETAILS PANEL INCHES HDDOOORR INCHES ANCHORS TYPE 'A' ANCHORS TYPE 'B' ANCHORS TYPE 'F' EXT.(+) INT.(-) EXT. (+) INT.(-) EXT.(+) INT.(-) 24 30 36 42 48 54 BO 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 71.4 75.0 71.4 75.0 71.4 75.0 65.8 75.0 65.8 75.0 65.8 75.0 61.8 75.0 61.8 75.0 61.8 24 30 36 42 48 54 84 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 74.5 75.0 74.5 75.0 74.5 75.0 66.9 75.0 66.9 75.0 66.9 75.0 61.5 75.0 61.5 75.0 61.5 74.8 57.5 74.8 57.5 74.8 57.5 24 30 36 42 48 90 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 68.3 75.0 68.3 75.0 68.3 75.0 61.1 75.0 61.1 75.0 61.1 72.6 55.9 72.6 55.9 72.6 55.9 24 30 36 42 48 96 75.0 75.0 75.0 75.0 75.0 75.0 75.0 72.8 75.0 72.8 75.0 72.8 75.0 63.0 75.0 63.0 75.0 63.0 73.0 56.2 73.0 56.2 73.0 56.2 66.6 51.2 66.6 51.2 86.6 51.2 24 30 36 42 48 96-1/2 75.0 75.0 75.0 75.0 75.0 75.0 75.0 72.4 75.0 72.4 75.0 72.4 75.0 62.6 75.0 62.6 75.0 62.6 72.6 55.8 72.6 55.8 72.6 55.8 66.1 50.9 66.1 50.9 66.1 50.9 TYPE 'A' DESIGN LOAD CAPACITY - PSF DOORS W/0 HEAD RECEPTOR MEDIUM REINFORCING SEE SHEET 5 FOR DETAILS PANEL WIDTH INCHES 0008 HEIGHT INCHES ANCHORS TYPE 'A' ANCHORS TYPE 'B' ANCHORS TYPE 'F' EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 24 30 36 42 48 54 60 84 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 109.0 100.0 120.0 100.0 120.0 96.9 96.9 100.0 120.0 100.0 120.0 87.2 87.2 100.0 120.0 100.0 120.0 24 30 3690 42 48 54 90 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 112.1 100.0 120.0 100.0 120.0 100.0 102.5 100.0 120.0 100.0 120.0 95.5 95.5 100.0 120.0 100.0 120.0 24 30 3696 42 48 54 87.2 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 115.7 100.0 120.0 100.0 120.0 100.0 103.1 100.0 120.0 100.0 120.0 94.0 94.0 100.0 119.0 100.0 119.0 87.2 87.2 100.0 110.3 100.0 110.3 24 30 36 42 48 102 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 107.4 100.0 120.0 100.0 120.0 95.5 95.5 100.0 120.0 100.0 120.0 86.8 86.8 100.0 109.8 100.0 109.8 24 30 36 42 48 108 100.0 120.0 100.0 120.0 100.0 120.0 100.0 116.4 100.0 120.0 100.0 120.0 100.0 100.3 100.0 120.0 100.0 120.0 88.9 88.9 100.0 112.2 100.0 112.2 80.6 80.6 100.0 101.7 100.0 101.7 TYPICAL ANCHORS: SEE ELEV. FOR SPACING 1 /4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) INTO 2BY WOOD BUCKS OR WOOD STRUCTURES 1-1/2" MIN. PENETRATION INTO WOOD THRU 1BY BUCKS INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'B' 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) DIRECTLY INTO CONC. OR MASONRY 1-1/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'F' 114 SMS OR SELF DRILLING SCREW$ (GRADE 2 CRS) Maypoles topiredes firNi INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. CONCRETE AT HEAD. SILL OR JAMBS Pc = 3000 PSI MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN. CLUSTER OF 6 ANCHORS AT STILE ENDS AT HEAD & SILL DESIGN LOAD CAPACITY - PSF DOORS W/O HEAD RECEPTOR HEAVY REINFORCING SEE SHEET 5 FOR DETAILS PANEL MTH INCHES DOOR HEIGHT INCHES ANCHORS TYPE 'A' ANCHORS TYPE 'B' ANCHORS TYPE 'F' EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 24 30 36 42 48 54 60 84 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 109.0 100.0 120.0 100.0 120.0 96.9 96.9 100.0 120.0 100.0 120.0 87.2 87.2 100.0 120.0 100.0 120.0 24 30 36 42 48 54 60 90 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 112.1 100.0 120.0 100.0 120.0 100.0 102.5 100.0 120.0 100.0 120.0 95.5 95.5 100.0 120.0 100.0 120.0 87.2 87.2 100.0 120.0 100.0 120.0 24 30 36 42 48 54 60 96 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 115.7 100.0 120.0 100.0 120.0 100.0 103.1 100.0 120.0 100.0 120.0 94.0 94.0 100.0 120.0 100.0 120.0 87.2 87.2 100.0 120.0 100.0 120.0 82.0 82.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 102 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 107.4 100.0 120.0 100.0 120.0 95.5 95.5 100.0 120.0 100.0 120.0 86.8 86.8 100.0 120.0 100.0 120.0 80.2 80.2 100.0 120.0 100.0 120.0 24 30 36108 42 48 54 100.0 120.0 100.0 120.0 100.0 120.0 100.0 116.4 100.0 120.0 100.0 120.0 100.0 100.3 100.0 120.0 100.0 120.0 88.9 88.9 100.0 120.0 100.0 120.0 80.6 80.6 100.0 120.0 100.0 120.0 74.3 74.3 100.0 120.0 100.0 120.0 24 30 36 42 48 114 100.0 120.0 100.0 120.0 100.0 120.0 100.0 109.4 100.0 120.0 100.0 120.0 94.0 94.0 100.0 120.0 100.0 120.0 83.2 83.2 100.0 120.0 100.0 120.0 75.2 75.2 100.0 120.0 100.0 120.0 24 30 36 42 48 120 100.0 120.0 100.0 120.0 100.0 120.0 100.0 103.1 100.0 120.0 100.0 120.0 88.5 88.5 100.0 120.0 100.0 120.0 78.1 78.1 100.0 120.0 100.0 120.0 70.5 70.5 100.0 120.0 100.0 120.0 ALL EXTERIOR(+) LOADS SHOWN ON THIS SHEET ARE FOR DOORS USING FRAME SILL '4A' & '4B' FOR DOORS USING FRAME SILL '4' LIMIT EXT.(+) LOADS TO 90.0 PSF. DOORS W/0 HEAD RECEPTOR 0 W x GLASS TYPES A OR B ARE APPLICABLE TO CHARTS DOOR HEIGHTS W/O HEAD RECEPTOR 3/16" TEMP. GLASS .075" INTERLAYER 'STORMGLASS' VANCEVA COMPOSITE BY 'SOLUTIA' 3/16" TEMP. GLASS SIUCONE DOW CORNING 995 LIE GLASS TYPE 'A' 1/4" TEMP. GLASS .090" INTERLAYER SENTRYGLAS BY 'DUPONT' -1/4" TEMP. GLASS SIUCONE GE RAPID STRENGTH RGS7700 W GLASS TYPE 'B' GLAZING OPTIONS 7 r7 9 NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 Engr. JAVAD AHMAD CML FLA. PE #70592 C.A.N. 3538 DEL 8-942- 0 z N E. o a 0t ar>m 8 OdQoCtEd •1 H O I•LAI o co co st a WgrL ALUM. SLIDING in r'1 W FAX. (954) 781-5078 c c 0 a 0 0 iv 0 a 0. UPDATED TO 2010 FBC .o 0 0 vi 0 0 N 0 8 ri 0 0 C 0 0 0 W N O N scale: 1/2" a 1" 0 drawing no. W02-87 (sheet 3 of 10 ) DESIGN LOAD CAPACITY - PSF DOORS WITH HEAD RECEPTOR LIGHT REINFORCING SEE SHEET 5 FOR DETAILS PANEL WTH MKS DOOR HEIGHT =Ks ANCHORS TYPE 'C' ANCHORS TYPE 'D' ANCHORS TYPE 'E' EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 24 30 36 42 48 54 80 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 71.4 75.0 71.4 75.0 71.4 75.0 65.8 75.0 65.8 75.0 65.8 75.0 61.8 75.0 61.8 75.0 61.8 24 30 36 42 48 54 84 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 74.5 75.0 74.5 75.0 74.5 75.0 66.9 75.0 66.9 75.0 66.9 75.0 61.5 75.0 61.5 75.0 61.5 74.8 57.5 74.8 57.5 74.8 57.5 24 30 36 42 48 90 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 75.0 68.3 75.0 68.3 75.0 68.3 75.0 61.1 75.0 61.1 75.0 61.1 72.6 55.9 72.6 55.9 72.6 55.9 24 30 36 42 48 96 75.0 75.0 75.0 75.0 75.0 75.0 75.0 72.8 75.0 72.8 75.0 72.8 75.0 63.0 75.0 63.0 75.0 63.0 73.0 56.2 73.0 56.2 73.0 56.2 86.6 51.2 66.6 51.2 66.6 51.2 24 30 36 42 48 96-1/2 75.0 75.0 75.0 75.0 75.0 75.0 75.0 72.4 75.0 72.4 75.0 72.4 75.0 62.6 75.0 62.6 75.0 62.6 72.6 55.8 72.6 55.8 72.6 55.8 66.1 50.9 66.1 50.9 66.1 50.9 DESIGN LOAD CAPACITY - PSF DOORS WITH HEAD RECEPTOR MEDIUM REINFORCING SEE SHEET 5 FOR DETAILS PANEL. WIDTH INDIES DOOR HEIGHT mics ANCHORS TYPE 'C' ANCHORS TYPE 'D' ANCHORS TYPE 'E' EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 24 30 36 42 48 54 60 84 `- 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 1' 4.0 120.0 100.0 120.0 100.0 120.0 00.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 90 %61,0.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 96 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 119.0 100.0 119.0 100.0 119.0 100.0 110.3 100.0 110.3 100.0 110.3 24 30 36 42 48 102 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 109.8 100.0 109.8 100.0 109.8 24 30 36 42 48 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 108 100.0 120.0 100.0 120.0 100.0 120.0 120.0 100.0 112.2 100.0 112.2 100.0 112.2 100.0 100.0 101.7 100.0 101.7 100.0 101.7 TYPICAL ANCHORS; SEE ELEV. FOR SPACING TYPE 'C' 1/4" DIA. ULTRACON BY 'ELCO' (Fu =177 KSI, Fy=155 KSI) THRU 1BY OR 2BY BUCKS INTO CONC. OR MASONRY 1-3/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'D' 1/4" DIA. ULTRACON BY 'ELCO' (Fu=177 KSI, Fy=155 KSI) DIRECTLY INTO CONC. OR MASONRY 1-3/4" MIN. EMBED INTO CONC. OR MASONRY TYPE 'E' i14 SMS OR SELF DRILLING SCREW$ (GRADE 2 CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. = 1/8") 7 INTO METAL STRUCTURES STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) - 1 TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY = 2-1/2" MIN. INTO WOOD STRUCTURE = 1" MIN. INTO METAL STRUCTURE = 3/4" MIN. CONCRETE AT HEAD, SILL OR JAMBS f'c = 3000 P51 MIN. C-90 HOLLOW/FILLED BLOCK AT JAMBS f'm = 2000 PSI MIN. DESIGN LOAD CAPACITY - PSF DOORS WITH HEAD RECEPTOR HEAVY REINFORCING SEE SHEET 5 FOR DETAILS PANEL WIDTH INKS DOOR HEIGHT INCHES ANCHORS TYPE 'C' ANCHORS TYPE 'D' ANCHORS TYPE 'E' EXT.(+) INT.(-) EXT.(+) INT.(-) EXT.(+) INT.(-) 24 30 36 42 48 54 60 84 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 60 90 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 60 96 100.0 120.0 100.0 120.0 ' 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 102 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 118.0 100.0 120.0 100.0 120.0 24 30 36 42 48 54 108 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 118.6 100.0 120.0 100.0 120.0 100.0 109.3 100.0 120.0 100.0 120.0 24 30 36 42 48 114 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 110.7 100.0 120.0 100.0 120.0 24 30 36 42 48 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 100.0 120.0 120 100.0 120.0 100.0 120.0 100.0 120.0 100.0 115.0 100.0 120.0 100.0 120.0 100.0 103.8 100.0 120.0 100.0 120.0 4 UC1r NRVISAID me wide De I+>hovibl Gale Ai.i , L N. 12-17_b pV' Ills*" Dime t' 1'71 r-7 CHARTS AT LEFT ARE FOR DOOR HEIGHTS WITHOUT HEAD RECEPTOR. DOORS USING HEAD RECEPTOR MAY BE 1" HIGHER THAN SHOWN (SEE SKETCH) ALL EXTERIOR(+) LOADS SHOWN ON THIS SHEET ARE FOR DOORS USING FRAME SILL '4A' & '4B' FOR DOORS USING FRAME SILL '4' LIMIT EXT.(+) LOADS TO 90.0 PSF. DOORS WITH HEAD RECEPTOR CLUSTER OF 8 ANCHORS AT STILE ENDS AT HEAD CLUSTER OF 6 ANCHORS AT STILE ENDS AT SILL NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 Engr. JAVA!) AHMAD CML FLA. PE # 70592 C.A.N. 3538 m4"9 II"' W re -I R2' o tM W M • 0< o ' E CC VI O < W e U! J W0)( 4(W42 g 0 1. v ce iz W ffi n N N O 'n M Q = 3�v ON W 1 Zroi o " 3 ^ Za_a, Iia 0 to a� 1 c 0 O. 0 0 0 0 rc 0 1 0 0 .0 0 O v 0 0 0 o N 0 0 0 ev gsi 0 m 0 0 W N ii • B 0 drawing no. W02-87 (sheet 4 of 10 MAJOR INTERLOCK MAJOR INTERLOCK # TM -065 # TM -065 10" LONG ALUM TUBE ® TOP & BOTTOM OF STILE FULL LENGTH ALUM TUBE MINOR INTERLOCK LIGHT REINFORCING MINOR INTERLOCK 10" LONG ALUM TUBE ® TOP & BOTTOM OF STILE 10" LONG ALUM TUBE 0 TOP & BOTTOM OF STILE FULL LENGTH ALUM TUBE MEDIUM REINFORCING 11 49 FULL LENGTH ALUM TUBE 11 49 FULL LENGTH ALUM TUBE FULL LENGTH ALUM TUBE HEAVY REINFORCING ��Itie111R� 2- 2 7 Engr. JAVAD AHMAD CIVIL FLA. PE #70592 C.A.N. 3538 DEC 20 20' 2. z O a O • J t O t e s tz OO.QC Z gj l ) no 0) s 0 M 1-71 cn a = o = U Dim < 0_ 1—ctoa c ) c O 0 C O n v0i a 0rn 0 0 0 8 0 tai 1, Z .a 0 O O O O 0 0 CO O tV of 0 ri O LO m V 0 0 drowing no. W02-87 (sheet 5 of 10 ) 1BY W000 BUCK (SEE. NOTE SHEET 1) '4E GE DIST. CONCRETE TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING AND CHART ON SHEET 4 OR CAPACITY i• 2 7'8" a. 4 a 1 i --mour Q 4 4 i AT DOORS WITH MEDIUM & HEAVY REINFORCING 12" LONG x cr WI ANEL HEIGHT 1 gun O ■■ Fru wj7 -4 L — tl',ti ill O a) 0 s O TYPICAL ANCHORS IN STAGGERED PAIRS SEE ELEV. FOR SPACING TYPICAL ANCHORS AT BOTTOM CLIP SILL HEIGHT CONCREk 4 TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING AND CHART ON SHEET 4 OR CAPACITY TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING AND CHART ON SHEET 4 FOR CAPACITY EDGE DIST. i TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING AND CHART ON SHEET 3 FOR 'CAPACITY 4' EDGE DIST. METAL STRUCTURES EDGE D tin i- -Ache-i��-ii,�i —nom Z 2 m N TYPICAL ANCHORS IN PAIRS SEE ELEV. FOR SPACING AND CHART ON SHEET 3 FOR CAPACITY WOOD BUCKS AND METAL STRUCTURE NOT BY TM WINDOWS MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. z r o k 0 N SEALANTS: FIXED PANEL STILE TO FRAME, PANEL AND FRAME CORNERS AND HEAD RECEPTOR TO FRAME SEALED WITH CLEAR COLORED SIUCONE. WEEPHOLES: wi = (4) 15/16" WEEP NOTCH ONE AT EACH END OF EACH PANEL W2 = (4) 1/4" WEEP NOTCH ONE AT EACH END OF EACH PANEL v O WO MOV. PANEL BOTTOM RAIL HIGH STRENGTH aNON SIiRINK POURED & HARDENED GROUT = 5000 PSI MIN. NOT BY TM WINDOWS MUST TRANSFER SHEAR LOADS TO STRUCTURE CONCRETL° ntO.DUCT meopa ibe !heft "all Code if 1 Mud AT DOORS WITH MEDIUM REINFORCING Engn JAVAD AHMAD CML FLA. PE # 70592 CAN. 3538 IF 202012 C 0) l0 O = 3=( p,•m Z.o .00 co a FAX. (954) 781-5078 0 I W C .' C O a 0 co U2 6 0 C�! 8 8 m W N 0 UPDATED TO 2010 FBC m 0 .O 0 0 o 0 0 co co 0 co h 0 0 tC m 0 0 W' 0 N 0 0 m O_ u drawing no. W02-87 (sheet 6 of 10 ) TYPICAL ANCHORS SEE ELEV. FOR SPACING 1 /4" MAX. LOAD BEARING SHIM PANEL WIDTH 0 1BY WOOD BUCKS SEE NOTE SHEET 1 METAL STRUCTURE D.L. OPG. TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4" MAX. LOAD BEARING SHIM ATTACHMENT TO METAL STRUCTURE$ STEEL OR ALUMINUM <V\\1 11\\1 TYPICAL ANCHOR 40 #10X1" PH SMS AT 36" O.C. :77=. M:21111 -311 -211a -311E EXTERIOR D.L. OPG. PANEL WIDTH TYPICAL ANCHORS SEE ELEV. FOR SPACING 1/4" MAX. LOAD BEARING SHIM ATTACHMENT TO CONCRETE OR CONC. BLOCK DOOR WIDTH I7..%Fil*td-oV .10 O O1/4" MAX. LOAD BEARING SHIM Engr. JAVAD AHMAD CIVIL FLA. PE 170592 C.A.N. DEC 2 J 2012 TYPICAL ANCHORS SEE ELEV. FOR SPACING 0 0 SERIES -350 ALUM. SLIDING GLASS FAX. (954) 781-5078 r-. 0 .N C 0 0 0 u 0 0 u 0 BCCO COMMENTS 0i a N 0 .0 0 0 0 0 0 0 0 8 N o 0 0 0 'L+ 0 m 0 0 8 N 8 c bS' r -N u drawing no. W02-87 (sheet 7 of 10 0 HEAD RECEPTOR GW 37654 00 HEAD REINFORCING CHANNEL GW 37655 Fes --1.595 -11-1.595 - �I FRAME HEAD GW 30710 1.685 O PANEL TOP RAIL GW 37632 .875 2.981 2.709 .062 1.000 .750 1.407 t 0 PANEL BOTTOM RAIL GW 37624 O DOOR FRAME JAMB GW 34977 STILE ADAPTER GW 37629 3.147 -�I .842 t�- 3.147 1.462 1.600 .072 Imo--- 2.529 -I STILE ADAPTER TM -085A 18 LOCK STILE GW 37637 16 MALE BUTT STILE GW 37623 3.375 1.375 L - .062 L-1.595 -01 FRAME HEAD (OPTIONAL) GW 32096 .500 .375 3.000 3.000 �I 20 21 FIX. PANEL CLIP GW 37743 0 FRAME SILL GW 37557 FRAME SILL TM -177 nioncir ammo =Oh die nevi& Aeligeiere 0 tt Ilepleadon Does 3.798 O FRAME SILL (OPTIONAL) TM -067 .699 4.181 1.200 2.128 .060 a .992 --i SILL COVER TM -095 1.200 3.250 4.171 O SILL COVER TM -074 15 MINOR INTERLOCK GW 37625 MINOR INTERLOCK TM -106 1.670 .140 1.271 .080 MINOR INTERLOCK REINFORCEMENT ® TM -107 LENGTH = PANEL HT. - 4.5' Engr: JAVAD AHMAD CML FLA. PE # 70592 C.A.N. 3538 DEC 2 0 2.012 z CO 0 Z N a � d 0 la it G O t41d7: • 0 01 W y m CO 4Wg1 ( ) O co O M N) fn a = M O N _ m Z� 0 3Za A • 00 d ca a F FAX. (954) 781-5078 ( ) rn C O y c 0 n .` 0, W z 0 t 0 Id z 0 O 0 0 0 N 0 0 m 0 o 0 ri 0 0 sC m 0 O W ) N m O • t 0 W 1. v drawing no. W02-87 sheet $ of 10 ITEM- PART # QUANTITY DESCRIPTION MATERIAL MANF./SUPPLIER/REMARKS 1 GW 37654 1 HEAD RECEPTOR ALUM -6063 T5 FRAME TOP 2 GW 30710 1 FRAME HEAD ALUM -6063 T6 FRAME TOP 2A GW 32096 1 FRAME HEAD (OPTIONAL) ALUM -6063 T6 FRAME TOP 3 GW 37655 6 HEAD RECEPTOR REINFORCEMENT (6" LONG) ALUM -6063 T5 AT HEAD ENDS & CENTER UNE OF PANELS 3A GW 37655 3 HEAD RECEPTOR REINFORCEMENT (12" LONG) ALUM -6063 T5 AT ASTRAGAL & INTERLOCK LOCATIONS 4 GW 37557 1 3 1/2" SILL ALUM -6063 T6 FRAME BOTTOM 4A TM -067 1 4 1/4" SILL ALUM -6063 T6 FRAME BOTTOM 48 TM -177 1 3 1/2" SILL ALUM -6063 T6 FRAME BOTTOM 5 TM -095 1 DECORATIVE SILL COVER (OPTIONAL) ALUM -6063 T5 FRAME BOTTOM 5A TM -074 1 DECORATIVE SILL COVER (OPTIONAL) ALUM -6063 T5 FRAME BOTTOM 8 GW 34977 2 FRAME JAMB (TWO TRACKS) ALUM -6063 T6 FRAME SIDE 9 GW 37632 4 TOP RAIL ALUM -6063 16 PANEL TOP 10 GW 37624 4 BOTTOM RAIL ALUM -6063 T6 PANEL BOTTOM 11 GW 37630 2 2"X4" MAJOR INTERLOCK ALUM -6063 T6 PANEL SIDES 11A GW 37630A 2 2"X4" MAJOR INTERLOCK ALUM -6063 16 PANEL SIDES 12 TM -065 2 2"X3" MAJOR INTERLOCK ALUM -6063 T5 PANEL SIDES 15 GW 37625 2 MINOR INTERLOCK ALUM -6063 T5 PANEL SIDES 15A TM -106 2 MINOR INTERLOCK ALUM -6063 T5 PANEL SIDES 16 GW 37623 1 MALE BUTT STILE ALUM -6063 T6 PANEL ASTRAGAL 17 GW 37629 1 STILE ADAPTER ALUM -6063 15 PANEL ASTRAGAL 18 OW 37637 2 LOCK STILE ALUM -6063 16 PANEL SIDES 20 FXD 37743 2 BOTTOM CUP (3 x 3 x 1/4 x 1 7/16" LG. ANGLE) ALUMINUM FRAME SILL 21 TP 37743 2 TOP CLIP (3 x 3 x 1/4 x 1 7/16" LG. ANGLE) ALUMINUM FRAME HEAD 22 - 3 3 1/4" X 1/2" X 1/8" X 12" LG. REINF. CHANNEL ALUMINUM ABOVE INTERLOCKS & ASTRAGAL STILES 23 - 1/MOV. PANEL .820" X 1.435" X .060" THK. CHANNEL, FULL LENGTH STEEL IN BOTTOM RAIL 24 - 1 /MOV. PANEL .650" X 1.235" X .060" THK. CHANNEL, FULL LENGTH STEEL IN BOTTOM RAIL 28 WV -3033 AS REVD BULB TYPE VINYL VINYL HEAD RECEPTOR 29 4020 -PILE SINGLE ROW "ULTRAFAB" FIN SEAL WEATHERSTRIP WOOL TOP & BOTTOM RAILS 30 4037 -PILE 2/ROWS "ULTRAFAB" FIN SEAL WEATHERSTRIP WOOL INTERIOR INTERLOCKS STILES 31 4020 -PILE SINGLE ROW "ULTRAFAB" FIN SEAL WEATHERSTRIP WOOL FRAME JAMB/ASTRAGAL 32 - 2 1/2" x 2" LONG SELF ADHESIVE PILE PAD WOOL AT FRAME SILL 33 - 1 7/8" x 3" LONG SELF ADHESIVE PILE PAD WOOL AT FRAME HEAD 35 TM -36205 2/ MOV. PANEL TM TANDEM ROLLER ASSEMBLY ALUMINUM/NYLON BOTTOM ACTIVE PANELS 36 TM -32476 1/ MOV. DOOR TM LATCH ASSEMBLY ALUM/VINYL/STEEL MALE ASTRAGAL 37 TM -32424 AS READ. TM KEEPER ALUMINUM FEMALE ASTRAGAL 38 - 2/ CORNER #8 X 5/8" FH SMS - FRAME ASSEMBLY SCREWS STEEL - 39 - 2 #10 X 1/2" OH. SMS. - KEEPER INST. SCREW STEEL FEMALE ASTRAGAL 40 - 8/PANEL #10 X 1" PH. SMS. - PANEL ASSEMBLY SCREW STEEL PANEL CORNERS 41 - (2/CUP) #14 X 1-1/4" PH. SMS. - FIXED PANEL CUP STEEL TOP/BOTTOM CUPS/STILES 42 - 1/CUP #14 X 1-1/2" PH. SMS. -TOP FIXED CUP STEEL HEAD TOP INTERLOCK 44 - AS RECD. 1 1/2" x 2" x 1/8" REINF. TUBE, FULL LENGTH ALUMINUM AT EACH MINOR INTERLOCK 44A TM -107 AS REQD. 1 1/4" x 1-5/8" REINF. TUBE, FULL LENGTH ALUMINUM AT EACH MINOR INTERLOCK 45 - AS READ. 1 1/2 x 2 x 1/8" REINF. TUBE, 10" LONG ALUMINUM - 48 - 6 #14 x 1" PH. SMS. STEEL AT 50" 0.C. MAX. ABOVE INTERLOCKS 49 - 3 2 X 4 X 1/8" REINF. TUBE (LENGTH = PANEL HT. - 8") ALUMINUM MAJOR INTERLOCK/ASTRAGAL 50 - AS REVD SIUCONE CAP SILICONE FRAME/HEAD RECEPTOR 51 - 2/LATCH #10 X 2" OH. MS. - ASSEMBLY SCREW STEEL LATCH ASSEMBLY 53 - 4/CHANNEL #14 X 1-1/2" PH. SMS. STEEL AT HEAD ALUM. CHANNEL 2.230 2.230 -.125 4.426 .090- 4.426 090- .750 1—r x-.155 3.105 0 2"x4" MAJOR INTERLOCK GW 37630A (OPTIONAL) 4.687 F.125 4.396 .750 L .090 _ 4 -.125 3.105 11 2"x4" MAJOR INTERLOCK GW 37630 4.857 isikiiilse lois I2 Z7 17 Ria4Aettik 12 2"x3" MAJOR INTERLOCK TM -065 LOCKS: 2 POINT FLUSH MOUNT HOOK LOCK AT MOVING PANEL LOCK STILE 42-1/2" FROM BOTTOM FASTENED WITH (2) #10 X 5/8" FH SMS. (2) SURFACE MOUNT ALUMINUM KEEPERS FACING LOCK AT 35-1/2" AND 50" FROM BOTTOM EACH FASTENED WITH (3) #12 X 2" FH SMS. Engr. JAVAD AHMAD CML FLA PE 1 70592 C.A.N. 3538 2.012 O_ N f IO0 Et g 1 t ghh cgo .0 IW e M u.Zn-g <E. dm F c t H C N C a 0 0 a) 0 it 0 z W 6 3W z W 6 N_ 3d m 0 0 0 8 8 v) 0 8 N 0 0 lH M) 0 0 4 0 U 0 W c ) 0 N 12 v • N 0 0 C ) drawing no. W02-87 (sheet 9 of 1 0 FRAME BOTTOM CORNER 74 PANEL TOP CORNER Engr. JAVAD AHMAD CIVIL FLA. PE # 70592 C.A.N. 35 8 PANEL BOTTOM CORNER 0 9.1 2 c Z W Q 2 N �O O 8 o' 0.ao O cE Cg SO •og z• N- 2 1 W etEPE C 0 d L C 0 0 0 0 z 0 rc 0 v 0 U 0 6 NG CHANGE THIS SHEET A .O 0 O O vi n 0 ri 0 O sc U 0 N O N • n 0 drawing no. W02-87 (sheet 10 of 10) DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries, Inc. 1070 Technology Drive, Nokomis, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). . This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series "FD --750" Outswing Aluminum French Door w/ Sidelites -- L.M.L APPROVAL DOCUMENT: Drawing No. 8000-11, titled "Alum. French Door & Side Lites, Impact", sheets 01 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P. E., bearing the Miami -Dade County Product Control Section Renewal stamp with the Notice of Acceptance. number and Expiration date by the Miami -Dade County MIAMI—DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.mia m idadc.aov/eco nomv Product Control Section. .• .... •• .••. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant • LABELING: Each unit shall bear a permanent label with the manufacturer's nattt@•Qi''logo, clt$', %late, model/ series, and following statement: "Miami -Dade County Product Control Appro::d i unles Bother vise noted herein.. REVISION of this NOA shall be considered after a renewal application has been filed•�end there has•been no change in the applicable building code negatively affecting the performance of thisprod'uct. • •' • • • TERMINATION of this NOA will occur after the expiration date or if there has been a re; ision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NPA as an entlats'e'ldent of any product, for sales, advertising or any other purposes shall automatically tenni-ate ttiis NOA..loailure . to comply with any section of this NOA shall be cause for termination and removal of NOA. • • • ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA No. 11-1013.24 and consists of this page 1 and evidence pages. E-1, E-2, E-3 and E-4, as well as approval document mentioned above. The submitted documentation was reviewed byJaime D. Gscon • • •• • NOA No. 144117.05 Expiration Date: February 24, 2020 Approval Date: February 19,'2015 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. - (Submiffed under previous NOA No. 09-1028.10) 2. Drawing No. 8000-41, titled "Alum. French Door & Side Lites, Impact", sheets 1 through 12 of 12, dated 12/23/04, with revision "E" dated 10/12/11, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P, E. (Submitted under previous NOA No. 11-1013.24) B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked—up drawings and installation diagram of an aluminum sliding glass door using a low sill threshold, glazed with 7/16" laminated glass, prepared by Fenestration Testing Laboratory, Inc., Test Report No. 1L-5941, dated 05/20/09, signed and sealed by Julio E. Gonzalez, P. E. (Submitted under previous NOA No. 09-1028.10) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 .... 5) Cyclic Wind Pressure Loading per FBC, TAS 203;94 ' • • • • • 6) Forced Entry Test, per FBC 2411.3.2.1, and DVS 2132-94* .: '. along with marked—up drawings and installation diagram of ag Ri:min uri tors of •, OXXO configuration, prepared by Fenestration Testing Laboratcor, anc., TTstst Report . . No. FTI. -4921, dated 07/17/06, signed and sealed by Edmund° Ir gaesp(tda,•P! E. . • (Submitted under. previous NOA No. 05-0419.03) •• •• • 3. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FgC, TAS4242 94 • • 2) Large Missile Impact Test per FBC, TAS 20j-94 : • 3) Cyclic Wind Pressure Loading per FBC, TAS 203--94 • • 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 2132-94.•• ; • . •• along with marked up drawings and installation diagram of an aluminum'aoors of OXXX configuration, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4527, dated 02/10/05, signed and sealed by Edmund° J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) Jaime D. Gascon, . E. Product Control Section Supervisor NOA No. 14-1117.05 Expiration Date: February 24, 2020 Approval Date: February 19, 2015 E-1 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED B. TESTS (CONTINUED) 4. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of an aluminum doors of OXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4528, dated 02/14/05, FTL-4315, dated 09/13/04, both signed and sealed by Edmundo J. Largaespada, P. E. (Submitted ruder previous NOA No. 05-0419.03) 5. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked up drawings and installation diagram of an aluminum doors of XXXO configuration, prepared by Fenestration Testing Laboratory, Inc., Test Reports No.'s FTL-4529, dated 02/14/05, FM -4530, dated 02/14/05, FTI., -4311, dated 09/01/04, all signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA No. 05-0419.03) 6. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of an aluminum outswing French door, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4312, dated 09/13/04, signed and sealed by Edmundo J. Largaespada, P.J,. (Submitted raider previous NOA No. 05-0419.03) • • •....' • •• • • •• • • • • • • • • C. CALCULATIONS • • • • • 1. Anchor verification calculations and structural analysis, comforyi:p:i wit11JBF 5th , • Edition 2010, prepared by manufacturer, dated 10/11/11, sigtlad•a$d setle$.by A. • • Lynn Miller, P. E. • • • • • • • • 2. Glazing complies with ASTM E1300-04/ 09 • • • • •••• . D. QUALITY ASSURANCE •• .• • • • • • 1. Miami -Dade Department of Regulatory and Economic Resourcesu(4k). • • •••• • • • • •• • E. MATERIAL CERTIFICATIONS 1._ Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray PVB Glass Interlayer" dated 02/19/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0423.15 issued to -Eastman Chemical Company (MA). for their "Saflex CP - Saflex and Saflex'HP CoMposite Glass Interlayers With PET Core" dated 06/19/14, expiring on 12/11/18. �. Jaime D. Gascon,. E. Product Control Section Supervisor NOA No. 14-1117.05 Expiration Date: February 24, 2020 Approval Date: February 19, 2015 E 2 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS (CONTINUED) 3. Notice of Acceptance No. 14-0423.16 issued to Eastman Chemical Company (MA) for their "Saflex HP Clear or Color Glass Interlayers" dated 06/19/14, expiring on 04/14/18. F. STATEMENTS 1. Statement letter of conformance to FBC 2010 and complying with FBC 5th Edition (2014), issued by manufacturer, dated 11106/14, signed and sealed by A. Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacturer, dated 11/06/14, signed and sealed by A. Lynn Miller, P. E. 3. Department of State Certification of PGT INDUSTRIES, INC. as a for profit corporation, active and organized under the laws of the State of Florida, dated 01/27/15 and filed by Ken Detzner, Secretary of State. 4. Statement letter of conformance to and complying with FBC 2010, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. (Submitted under previous NOA No. 11-1013.24) 5. Statement letter of no financial interest, issued by manufacturer, dated 10/11/11, signed and sealed by A. Lynn Miller, P. E. (Submitted raider previous NOA No. 11-1013.24)• .... • 6. Notification of Successor Engineer for manufacturer's NOA lecirmient par egtion• 61G15-27.001 of the Florida Administrative Code, notifyingbrnal engineer that • • the successor engineer is assuming full professional and legal rsponsibilit For all • . engineering documents pertaining to this NOA, dated 10/07/11; s3gaed and sealed by . • A. Lynn Miller, P. E. •• •• (Submitted under previous NOA No. 11-1013.24) " ' •• ••. • • • 7. Laboratory compliance letter for Test Report No. FTL-5941, fssued:by Ftnig§trption Testing Laboratory, Inc., dated 05/20/09, signed and sealed by J3lio.E.Gonralez, P. E. ' (Submitted raider previous 11 TOA •No. 09-1028.10) • • • • •• •• 8. Proposal No. 08-1891 issued by Product Control, dated 01/26/09, signed by Ishaq Chanda, P. E. (Submitted raider previous NOA No. 09-1028.10) E---3 • Jaime D. Gascon, E. Product Control Section Supervisor NOA No. 14-1117.05 Expiration Date: February 24, 2020 Approval Date: February 19, 2015 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 9. Laboratory compliance letter for Test Reports No.'s FTI -4921, dated 07/17/06, FTL-4527, dated 02/10/05, FTL-4528, dated 02/14/05, FTL-4315, dated 09/13/04, Ir1'L-4529, dated 02/14/05, FTL-4530, dated 02/14/05, FTL-4311, dated 09/01/04 and FTL-4312, dated 09/13/04, all issued by Fenestration Testing Laboratory, Inc., all signed and sealed by Edmundo J. Largaespada, P. E. (Submitted under previous NOA. No. 05-0419.03) G. OTHERS' 1. Notice of Acceptance No. 11-1013.24, issued to PGT Industries for their Series "FD - 750" Outswing Aluminum French Door w/Sidelites -- L.M.I., approved on 11/24/11 and expiring on 02/24/15. E-4 •• ..•. .. • • .. . . . • .• •. • •.•• . . • • •••• .. • • • • •• . .•.. . • .• • • • •. • . .. . •.• •• •••• . . . •. .• • • • • • • • .. • . . • •••• • . . • • Jaime D. Gascon, P. Product Control Section Supervisor NOA No. 144117.05 Expiration Date: February 24, 2020 Approval Date: February 19, 20t5 NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1, GLAZING OPTIONS: A. 7/16" LAM, CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM. B. 7/15" LAMI CONSISTING OF (2) UTES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 PVB INTERLAYER OF DUPONT BUTACTE OR SAFLEX/KEEPSAFE MAXIMUM. C. 7/16" LAM( CONSISTING OF (1) LITE OF 3/18° ANNEALED GLASS AND (1) LITE 'OF 3/16" HEAT STRENGTHENED GLASS WITH AN .076 VANCEVA INTERLAYER. D. 7/18" LAMI CONSISTING OF (2) UTES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .076 VANCEVA INTERLAYER. E. 7/6" LAMI I.G. CONSISTING OF (1) LITE OF 3/18" TEMPERED GLASS OUTSIDE, 114" AIR SPACE AND (1) 7/16" LAMI GLASS ASSEMBLY INSIDE (3/16" A,.090 PVB, 3/18" HS). F. 7/8" LAMI I.G. CONSISTING OF (1) UTE OF 3/18" TEMPERED GLASS OUTSIDE; Ur AIR SPACE AND (1) 7/18" LAMI GLASS ASSEMBLY INSIDE (3/18" HS,.090 PVB, 3/16" HS). G. 7/6° LAMI1.0. CONSISTING OF (1) LITE OF 3/160 TEMPERED GLASS OUTSIDE, 114° AIR SPACE AND (1) 7/18" LAMI GLASS ASSEMBLY INSIDE (3/16" A,.076 VANCEVA, 3/18" HS). H. " I G. CONSISTING OF (1) LITE OF 3/1B" TEMPERED GLASS OUTSIDE, 1/4° AIR SPACE AND (1) 7/16° LAM, GLASS ASSEMBLY INSIDE (1 HS,.O 6 VANCEVA, 31180 H8). 2. DESIGN PRESSURES: TABLE 1, SHEET 3. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM ET300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E1300-02. 3. CONFIGURATIONS: Z(9., 252, INS DOORS 4 OR OXXO WHERE Q REPRESENTS EITHER THE NARROW JAMB OR FULL JAMB SIDE LITE. ANY TWO ADJACENT UNITS CAN BE EITHER SINGLE. 2C DO ORA DOUBLE, X DOOR BOTH USING EITHER THE STANDARD OR THE LOW-RISE SILL. THE FRENCH DOOR ASSEMBLY BEAM IS USED TOASSEMBLE j(, a, AND O UNITS TO MAKE THE ABOVE CONFIGURATIONS. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE I1A8 NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 9 THRU 11. 8. SHUTTERS ARE NOT REQUIRED. 8. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. VERTICAL ASSEMBLY BEAM SEAMS SEALED ON THE INTERIOR AND EXTERIOR WITH CONTRACTOR'S SEALANT. 71 REFERENCES: TEST REPORTS: FTL-4311, FTL-4312, FTL-4316, FTL-4627. FTL-4628, FTL-4629. FTL-4530, FTL-4921 AND FTL-8941. ANSI/AF&PA NDS 2005 FOR WOOD CONSTRUCTION • ADM -2098 ALUMINUM DESIGN MANUAL 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). DOA 0102109 •• •. • • • ••• • 0 • •• • • • • •• .•.•• • • •• • ••• •• • • • •• NOA DRAWING MAP TOPIC SHEET GENERAL NOTES 1 CONFIGURATIONS ..... «1 GLAZING DETAILS 2 DESIGN PRESSURES ELEVATIONS 4 VERT. SECTIONS.. 6 HORIZ. SECTIONS 8 PARTS UST EXTRUSIONS 8-9 ANCHORAGE..,, 10-12 3 newer 14F,YM D wld, theFtlrld, rY'a1 I%OLS+ 1 ,-- Aw1KMre. te9YROIOIPRBMAKUAt YBARB thootioNOOINRLee II048New • • • • • 1 x000b� *WWI 1010 AB020ro0008gI4Aye • 0 • • if OftF•114410.0014w 600 • G ,2.404 4 6/ • 08 • • • • • • • • 19 Rnurb: ave 81!1580 • • • • ••• • • • • • 0•K01 81914 • ••• • 1•70780#06100Y DRA IR7XAn•• 84176 GENERAL NOTES AND DRAWING MAP ALUM. FRENCH DOOR & SIDE LYES, IMPACT 5:00000 aa7a 0.0 Fosse 1 .11Q FULL ..°mea 8000-11 E „1111 U 11 / /1/ .,`0%.-.•••••••••.44s, wN L. *0 i4is}'' S6:EUA .�Z �'�iic`SSIONAL ```‘ A. LY ir4IILL P.E. FL P.E,# 58705 ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • ••• • • • • • • • • ••• • • • • • • • •• •• • • lasaate FJL 8.1302 otit er F./G dest 10!240 Ods Of NNW •nv f 2/23/04 EXTERIOR 7/16" NOM. 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .090" DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER 3/18" HEAT STRENGTHENED GLASS F''��! a W9 GLASS Villinuene 11111 �� Ily1'TERIOR a GLAZING DETAIL SETTING BLOCK 7/16" LAMI GLASS W/ PVB INTERLAYER 718" NOM. • EXTERIOR 7/18° NOM. 3/18" ANNEALED OR HEAT STRENGTHENED. GLASS .076" VANCEVA INTERLAYER 3110' HEAT STRENGTHENED GLASS 93 OR / �� l� 1 I 6/6"GLASS � B E ri(11 ,� INTERIOR GLAZING DETAIL SETTING BLOCK 7/16" LAMA GLASS W/ VANCEVA INTERLAYER 3/16" TEMPERED GLASS AIR SPACE 3/18" ANNEALED OR HEAT STRENGTHENED GLASS . .090" DUPONT BUTACITE OR SAFLEX/ KEEPSAFE MAXIMUM PVB INTERLAYER 3/16" HEAT STRENGTHENED GLASS EXTERIOR 6/9" GLASS BITE 7/8" NOM. 3/16" TEMPERED GLASS AIR SPACE 3/16" ANNEALED OR HEAT STRENGTHENED GLASS .076 VANCEVA INTERLAYER 3/16" HEAT STRENGTHENED GLASS INTERIOR EXTERIOR • • • • •• GLAZING DETAILrErritteekgr • • LAZING DETAIL SETTING BLOCK 7/8" LAMI I.G. GLASS lAtPPV NiEIL t?EIZ • • • • 7/8" LAMI I.G. GLASS W/ VANCEVA INTERLAYER gg x•fJae 6/8" GLASS BITE INTERIOR NOC!SIN881128N287 NOCHARM 1N,e Pat • •• • NomwtofisIra irgsr: • •• ••• •• • • 4!8/03 •• • •• • • • ••• •"'«O:"L • 4218 • • P•a$132 • NO34274 • •• • GLAZING DETAILS ALUM. FRENCH DOOR & SIDE LITES, IMPACT Farm FULL.] 2 d 12 � 800041 E ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • ansfiss emus AR. P tc Table 1. Maximum Design Pressure Configuration - Width (In) Allowed Glass Types Height (In) 79 3/4" (68) 83 3/4" (70) 87 3/4" 91 3/4" 95 3/4" (80) French Door X 37" (30) A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80,0 +70.0 -80.0 +70.0 -80.0 C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 XX 71 3/4" (60) A,E +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80,0 C,G +100.0 -100.0 +100.0 -100.0 +100,0 -100.0 +100.0 -100.0 +100,0 -100.0 SIdelUe Full36' Jamb 11/18" A,E +70.0 . -80,0. +70,0 -80.0 +70,0 -80.0 +70,0 -80,0 +70.0 -80.0 C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100,0 +100.0 •100.0 +100.0 -100.0 Narrow Jamb 30 11/16" C,G +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.0 3311/18" C.0 +100.0 -100.0 +100.0 -100.0 +100.0 -100.1) +100.0 -100.0 +97.4 -97.4 36 11/16" A, q, E, F +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 -80.0 +70.0 180.0 C,0 +100.0 -100.0 +99.9 -99.9 +98.3 -95,3 +91.4 -91.4 +87.9 -87.9 D,H +100A -100.0 +100.0 -100.0 +100.0 -100.0 +100.0 . -100.0 +100.0 -100,0 • Tabie 1a: Cages Typp end Test eport Number A - /18" L411(3/18"A,.090 PV$, 3/161-1=')3 B - 7/18" LAMI (3/18"HS„090 PVB, 3/18"HS) C - 7/18" LAMI (3/18"A„078 VANCEVA, 3/16"HS) 1) - 7/18" LAMI (3!16"H8,.075 VANCEVA, 3/18"H8) E - 7/8" LAMI LG. (3/18"T, 1/4" AIR SPACE, 3/18"A,.090 PVB, 3/1811S) F -7/8" LAMI I.Q. (3/167, 1/4" AIR SPACE, 3/16"HS,.090 PVB, 3/16118) 0.7/8" LAMI LG, (3/187 1/4" AIR SPACE, 3/18"A,.075 VANCEVA, 3/1611S) H - 7/8" LAMI 1,0. (3/18"T, 1/4" AIR SPACE, 3/16"HS,.075 VANCEVA, 3/16"HS) •• ••• • • • •• • • • • •• • • • •• ••• MVOS• OPDATerA4111 TOMO! 0180•02 ads Rawer • mom a Dea maaoaariaDADRAN LOYr 1AJ. OVJ,ffO D D. oaks 12/23/04 L,T. •. • • • • • • •• • • • •• •• ••' oorORWE • s.=7e •• • • xodr�AYt�irr� • � • • • • • • • • • • Qk4 L • �A,e8��Pp2g 34274 • • s•• • • • °Twos . • •• .• • ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • • • • • • •• •• ••• • • r. F'fl.-4311, 4312, 4315 UPGRADE FTL-4311, 4312, 4315 FTL-4627, 4628, 4829, 4530 UPGRADE FTL-4827, 4528, 4529, 4530 FTL-4311, 4312, 4315 UPGRADE FTL-4311, 4312, 4316 F71.-4527, 4528, 4529, 4530 UPGRADE Flt -4927, 4528, 4529, 4630 NATES: 1. IF USING THE OPTIMAL LOW-RISE SILL (PART 10, SHEET 8 OF 12), THE OVERHANG HEIGHT MUST BE GREATER THAN THE OVERHANG LENGTH (SEE DIAGRAM). IF NOT, THE MAXIMUM POSITIVE (+) DESIGN PRESSURE IS LIMITED TO +50.0 PSF FOR ALL STYLES AND SIZES OF THE DOOR AND ANY ADJOINING SIDELITES, (REF, Fri -5941) DESIGN PRESSURES nw ALUM. FRENCH DOOR & S/DEL17'ES, IMPACT 10760 NYS 3 " 12 9000-11 E PRODUCT RENEWED as complying with the Florida sufkling Ca* Aomptem 05 * r No 58708 .• :�Q I1ATE F . A. LYNN'litllL , P.E. FL P.E.# 58705 953/4" MAX HEIGHT ALL r---73 13/16" 7313/16" MAX. WIDTH —+j • • QX pR xO x 26" MAX. DLO ALL �( UNITS 110 6/8" MAX, WIDTH gx0 713/4" MAX, WIDTH -1 .• ••• •• •• .. • •• • • •• • •• •i(. • •• ',Ayres:• . . •• •. .--• . •• • •. • • • • ••• • 1. CONFIGURATIONS WITH SIDE LITES CAN IGE EIT}gR RA(�ROOV,JAM404F14.I.fgMB VERSION. 2. FOR VERT CAI.OR .SSEECCI ONS SEE SHEET 66AAND ORSHBORIZONTAALLi 1,EECTIONS SEE SHEET 8. Rewrap vex FJC fap2aa meow itisir goat Adragis 62W10 o• 1�4 add= Rirektau0 perp, n»ra+aro 146 3/8" MAX. WIDTH ( • • OXXQ (SHOWING EACH VERSION S1DELITE) 3011/18' MAX. WIDTH 33 3/16" D O (FULL JAMB) O (NARROW JAMB) NO~00lNle SItEfr Nocuitia 46HY6!• ••• ••• .•. •i(f7 YgANE sena Noemmos6'h698 • 34714 • AIQ • • • • p4! 18YB 18105i • • • • • • 8� • • • • • • • IC r7, .• • • • • ••• • R.:21 EXAMPLE ELEVATIONS xx ALUM. FRENCH DOOR & SIDE UTES, IMPACT itona we mx aua Fargo NTS 4 a 12 .wwr.8000-11 E ```�,�1111/1llt�� ao�y 4YNN 4/1 '/'/. 'aCENSLc '•�/P '. 'k : No. 58708 Imo 416/z. FCORIOP A. LYNIWILL ', P.E. FL P.E.# 58706 ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • VERTICAL SECTION A NARROW AND FULL JAMB SIDE LITE HEAD VERTICAL SECTION B OUTSWING HEAD MAX, DLO ORIGINAL VERSION TOP RAIL ALTERNATE VERSION TOP RAS. MAX. DLO EXTERIOR, MAX HEIGHT rORIGINAL VERSION BOTTOM RAIL as A ALTERNATE VERSION BOTTOM RAIL VERTICAL SECTION C NARROW AND FULL IAMB SIDE LITE SILL • • •• :. •, • • .•. '• VERTICAL SECTION D • • ' OUTSWING SILL ... • • • • 000 . • • • • • • • • • • • • ••• • • • • • • . • • • • • • • •• •• • • • •• •• Odle • • • 000 • • VERTICAL. SECTIONS ALUM. FRENCH DOOR & SID CITES, IMPACT d.v,awa aaw aa• aMvw «w, Form 1/2 6 s 12 8000-11 E OXXO HORIZONTAL SECTION SHOWING (1) OF EACH SIDE LITE TYPE PIC fifvKlE• Otefir DETAIL J SLAB AT. GLASS BED DETAIL N • ..• • ,�+•• • • •• NARROW JAMB SIDE LT •• ••• . • ••.D$.TAILK (AT JAMB)E4 E • •: • •:HtNo JISMB•'f0 HINGE JAMB (NOT SHOWN ABOVE) 0 Mottoarbtail 1.71 NOCHVAIN 7 ilssHesr 00WANGS MOO• T • '•• ••• ..• • NDLYNM 180700&618x• • i • • f •1 • • • • • • V8/05 • _-• •• • • 6-6---•. • • • • NO/WM.9A94 re •• • DETAIL FULL JAME, SITE LITE (AT HINGE JAMB) NQT ASSEMBLY HARDWARE QTY (3),11" MLA TOP & BOTTOM AND ONE AT MIDSPAN INTERIOR EQR glialwCT RSYNEO atwua tors nai&b As* toms it* eqfragss Dia Is PRODUCT ROWED To complying With the Florida Beflan Quo Aoocpta•o;No 1 ETAIL E JAMS! FULL JAMB SIDE LITE DETAIL 1 JAMB, NARROW JAMB SIDE LITE tbe HORIZONTAL. SECTION DETAIi.S ALUM. FRENCH DOOR & SIDE I ITES, IMPACT ore,.• ..• •�• Fnr&) 1/2 8 a 1$ 800041 E FL P.E.# 58705 ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • I'D750 DOOR(S) Dam Dw 7il DESCRIPTION PRAMS WPARTS PORI 8006 PRAMS. HFAD& HINOBJ4MB 2 8003* OUT.SWINOSIU. 3 8000 QUTSWINOBIU.CQYPR 68003A 4 8008 0 1P.CAP 680040 $ 6 HUW,881.01AM6 WBATRPRSTRIPOCHLIDAU 8007 8QRiW COVH; 68008 U833371.850D 7 6009 O33rAi.LP1AT8 68007 8 •^• I29AMBA$8H4RH.YiSCR0WW DIX r PIIQUAP 9 10 9003 A'BTRAQAS•BYP 68069 7810(04 8038 oJT4W114088J4L0w 10860 48013 D 3ORPANEL y -..•^^ H8AD.3IL&JAMB WFATDERSIRIP(BCHL&IAL) 20 0310 1$ U83337r8500 01 8014 T PRAIL.DURPADIDR00Da 22 8013 13071V8*B+ITHRPAD>DROD DESIGN) •33 m7 TOPBWen 24 6036 03013 68014 60013 35 swum 80 W00ft4x3f.p110431 68017 68016 36 6016 ASTRAt5M.ACIDS&VIACOM JIPARIBN*MI4I SIPS 40 8 .FiAR $ACI WMT$ 30 649A MAR H84fxD(1DR 31 8031 i'03ARII90TB:B6AI040 9 -421/AR0047r.82714CMAY06.32x1M. 33 .••"•• 313ARH84*MT4SCUM, 81303/4"TRWHO 34 E WARM% MID SCRBw 812 el N$ TRUSS 33 11)R0A179103P$/16.18X 36' 36 •-^.^1PWO:011W(NUf+V16.18 37 8900 TRV8BQAMP 37 89210 33 BMA 68015 680318 60320A 68030 68019A 6805 47(1100A 7990NDTA 38 • 603 RLATCHMBRL 30 1(ASSAND) 39 800 y)C11.1)1OCK 48030 40 .-•-•-MTCHA88YBct2W6lf0X3'68MILL TRHD 78X319AX 41 8007 818 BHOOTROLTROD(SU11.IVAM 6037861 42 814$ ¢T A,NDAROPU0H.8OLT8 W/88 RODOMLIVAN) 43 801 SNOOTDOLTQWDB 44 , $ 80386 6153181:8T0056P,ATEATA8fRAM1,(At:(IVa8BNaiDI W$J104381 46 803$1, LEIP'1'•BTRIKBPLATBATA8TRAOAL(ACTIV83DN»RICITO 48031 801TOU1P1340TWKBSCRBW 0.33X3/8' 88PHI41.TRHD 78338PPI7c 52 -• *-81 RI KB P74TB SCREW 8 3.32 X 318' 88 PH I L TR HD - ^^- STRIIMPLAT8M030LBe V 43.24X 1/3' 141 ' 3036 $CIUKBPIATBATHPAD&SRL 31PA D 8TRiKBBCi99W8 83_0 X 113 PI4IUJH -^•••r 0101a6P3ATB8CR8WSC4>$DL8981(1/2PHB.LUNDERCUTPII Ik641 ACf1VBTBIMSRf(ASHIANO) W31104131 7612PFfx 78S8AX 78X13PRIWX 33 '803 PA(8IV770I6188T(ABII{AND) ' N • • • • • 54 8034 8TAS 88TP8LPAS$IVBLOCKOPAR(raHLAND) Al 80141 Tor RAB OAOBOLTDSSlCf•0• • • i �14z Z. 36 8003* UOTPOMRAIL (AOB43 OLTD30 0 4 136 $7•^•— our 82DI'IAQE1N.T3 •• • ••• •473 TXitt ft 41, wad* aft 010*m w w 18U6 9 101441811018, o19017104884 50 67011084• j2' 070240 0 AOOBOLOw/0L980li • • 7 • •111:4 8497 t414 sn MOW _ O XOC/wx!1"6813kee3• • • • tYeabd • • • ;440 • • • • P.•2 1699 P.K. 1X29/04 LT, 8• • •• • • •• • • • • • HO ft 84974 �• • •• • • • • • • • • • • • •• F0750 FULL JAMB 810E LITE 476H DW (9 DFBCRIPIION 0771 1 8006 PR4M11417)A1381p.341A148 61006 4 8008 DRWCA9 68008' 6 8007 KIM COVER 48001 7 8009 114STAU PLATO 68936 8 ••^••••••• 7RAMRA$BQNDLYSCROW 08XI" PHQUAD . 781P9A 20 P013 717043 68002 21 8014 TOP RAIL 68014 22 8013 BOTTOM RAIL 61013 35 r•^^•-^THRHg0813.10OD$/1.6.18X31 ••^•^•••-Pt4P , 6D036XNUTv16.18 SD* 7990NU'fA 36 37 8039 371188C14MP 6037834 60 •••-•••••.08X314'PHBQDRIVBTHCSCREW 78X34PS2W 61 8098 81D8.9.1TR1 DTR$M 6808 62 8029 8118UTBJAMBTRIM 68029 000750 01ARR(}W 140113 SIDE LITE 1 8006 I 184300•HFAD12810. 68006 4 VW. WC*? 81008 6 8001 SOW WVFa 68007 1 8009 INBTAU.PIATB 48009 8 ^•••••••.J1tAM0116MID.Y8CRQWH8XI"PHQ13AI NA* 31 WI, Tq'R911. ! (8914 32 8013 purpuA RPB. 68013 03 •••••—TIDWAD661ROD3/16•I8X36' MOM 36 ..•^••— 1L114(01:1F0371Mi •5//6.18 799t1MA 37 809 J11118881.010 6031001 60 •••••:-••.08X314•PHSq VOTER SCREW 78X34P87W 61 8003 41PEUT8H9ADTRIM 68018 70 8010 80A1402 JAMB 68010 3$y )0 `CHD00)tA88HM8LYm1M 680330 ^^• 01074X21%2' PHBCRBw T81020HUNUT ^•^ 912X 1 U3" TRHDTERSCREW 56 RUM ;IPT1ONAL) 66036 GIA88, BADS & Sft Q E 90 ^••••••• 7•INQSBAIAHT, DOW 001841 0399419,993OR80,U*VALJ$if 91 ••...... • i/(6•IAMINAT70DGLASS (Mr ANMI090PVB,3716•H8) 92 •^^^• 7)e LAMINATEDGASS(3/16'744,.91OPYB,XIV i1$) 93 • -•••• 7/16' LAMINATED GASS(3/16'ANN...07$VANCSVA,3/16'1080. 91 16' LAMINATED CLA890i/1&10..07$VANCBVA,3J1( HS) 96 7/0' LAM 1,Q 4716' T, I74' VACS, 3/36' AMINO P.VB, 3116' 003) 96 • --- 7/8'' LAND LQ(3/16'T, Ile 8PACK3/16'H8„B90PV93/16•H9) 92 ^•.• 7/8' )AMI LU61/16• T. WHACK 49181,,075 YANGBVA.906` HS) 98 ••-7/34mkt I,QOUP T.U4'BPAC$N16.103.,.07$VANCEVA.NI6'703) 105 8013 0487C9BAD 68022 106 8026A BACaCBSAD 68026A 307 8023A 7116' BRAD 68033* 108 8024A 7/0710130*0 680244 109 1214 V1NYLDUI•BMOP MICK) 800247 • ••• •• •s PARTS LIST AL• UM. FRENCH DOOR & SIDE LITES, IMPACT **** t la* tm* et 90780 NA 7 d 128000.41 E ••• • • • • *•• 0 • • • • • • • • • • • • ••• • • • • • • • • • • • 0 • • •• •• • 0 • •• •• ••• • • • ••• • • 2 1.0 3.830---.4 #8006 6063-T6 Q FRAME, HEAD, JAMB AND SIDELITE SILL 3.018 �-----►I .050-' TI -3.838-- ----+-I 0 #8058 6063-T6 OUT -SWING LOW SILL .683 �i ----3.838-- �-� #8003A 6063-T6 2 OUT -SWING SILL 2.239 .050 G 1 - d -I 1.353 1•+—. O#8004C 6063-T5 3 OS SILL COVER #8009 6063-T5 INSTALL PLATE 8.250 22 #8013 6063-T6 BOTTOM RAIL .100 .074 1.033 O 1.498 3.990 20 #8012 6063-T6 STILE 21 #8014 6063-T5 TOP RAIL #8013A 6063-T6 #8014A 6063-T5 ()BOTTOM RAIL, LATSOL•TPE IC;NJ'• : : @ TOP RAIL, LAG BOLT DESIGN 0000 17/13/()4 • • • •• ••• •• • • • •• .• • • • 197101 • R.L. AOREOt4W006600gNu116COA wR� ' • • QRNE 0 lrodlavealwaRSV: • • • • • 0 • • • pajama}620 ° T. • • • • 0 • • NO 94274 •• • • • • •• ••• • • • • • • • • • • • • • •• •• • • ••• • • • ••• • • • • • . • • ••• • • • • • • • • • •• •• • • .050 #8008 6063-T5 O DRIP CAP 797 I 2.240 O#8016 6063-T5 BOTTOM SWEEP ro--1.9401 .080 23� #8017 6063-T5 TOP SWEEP �I 1,180 r1 .0701 0 i #8007 6063-T6 SCREW COVER PRODUCT RENEWED Building errllbtlie Fiwlde %Igpwme No 2.644 , -j 26 #8015 6083-T6 ASTRAGAL RUSION PROFILES ALUM. FRENCH DOOR & SIDE LITES, IMPACT •.wxwc 020 F0760 Iti 8 a 12 8000.11 E OS ,,>>u 1 • vs!NN tyx�F.,, .k to.59105 Io A ,�%''' • S1 •' � ,°"'a,SSIONA- ``� A. LYNMMILL R, P.E. FL P.E.# 58705 �---2280---�� 27 #8021B 6063-T6 GEAR HINGE, JAMB .076 .060 I 2.822-- .4 6-;\#8028 6063-T5 SL HEAD TRIM .045 .442 ga #0022 6063-T5 BACKBEAD 1•nd0e graoiryt P4 RMiI st PVC lade 012645 1083/04 UPORADEITEMSD .742 1--- Li 363 .072 28 #8020A 6063-T6 GEAR HINGE, COVER 3.77 .126I .060 OO#8056, 6063-T4 4 SUBSILL, OPTIONAL #8026A 6063-T5 SL BACKBEAD •• ••• •. • • • • • •• ••• REWPA09 ••• ••• • • .142 29 #8018 6063-T5 HINGE, BACK-UP L_ .760 F.8181*-- O#8023A 6063-T6 10 7/16" BEAD r.076 t" -2.438 --*4 30. #8019A 6063-T6 GEAR HINGE, DOOR 70 #8010 6063-T6 NARROW SL JAMB .045 • • • •• • • • •• • • • •• •• ••• • • • • • MO DHANme8 R1r • • • • • •• • • • • • °"" • •• 4/8/05 • • • • • • • • ••• f07447C/WCLOOYpRNR • fi9, n.34274 1429 FL 54274 • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1.000 .040 .857 �-- #8024A 6063-T5 I.G. BEAD .125 [4 –1.812 11 0 37 #8039 6063-T6 TRUSS CLAMP 3.261 1.636- -1 #80338 6106-T5 80 FD ASS'Y BEAM ---2.313_1f 62 #8029 6063-T5 SL JAMB TRIM EXTRUSION PROFILES ALUM. FRENCH DOOR & SIDE CITES. IMPACT P0750 1/2 9 a 12 I 8000-11 E ▪ coa_ t1- 0 1: g er -16r 11" ANCHORS 18.500° HT. QTY. MAX. _ 96 3/4" - (6) O.C. 91 3/4°•(6) 87 3/4" - (6) _ 833/4"-(6) 79 3/4" - (6) 11" I - DETAIL. A (CONCRTE) A (SINGLE PANEL) ANCHOR TYPES: 1 OR 2 11° _ 10.671" MAX, - — 0 C. JAMB I QTY, - 963/4"-(8) 913/4"-(8) " 873/4°-(8) 833/4"-(7) _ (. 79314"-(7)11° 1 A DETAIL D (NVQ D) (SINGLE PANEL.) ANCHOR TYPES: 2 OR 3 ANCHORAGE SPACING.REQUIRENIENTS: 1. DETAILS A AND a ABOVE REPRESENT ANCHORING OF SINGLE X DOORS, OR INDIVIDUAL SIDE LITE 0 PANELS WITH FULL OR NARROW WIDTH JAMBS. DETAILS C AND D ABOVE REPRESENT ANCHORING OF ANY MIXTURE OF DOUBLE XX DOORS, SINGLE X DOORS, NARROW JAMB OR FULL JAMS SIDE LITE PANELS, FOR MULTIPLE -PANEL INSTALLATIONS OF TWO OR MORE PANELS, UNLESS OTHERWISE STATED, DIMENSIONS OF DETAILS ATHROUGH D ARE MAXIMUMS. 2. ANCHOR TYPES: 1 -1/4" ELCO ULTRACON 2 -1/4" ELCO S84 CRETE -FLEX 3.512 STEEL SCREW (06) A CONCRETE SUBSTRATE USE TYPE 1 AT 1 3/8" MIN. EMBEDMENT OR TYPE 2 AT 1 3/4" EMBEDMENT. 1 3/4" MIN. EDGE DISTANCE FOR BOTH. WOOD SUSTRATE - USE TYPE 2 OR TYPE 3 AT 1 3/8" MIN. EMBEDMENT. 3. §INGLE PANEL CONFIGURATIQNS: (DETAIL A, CONCRETE SUBSTRATE. DETAIL B, WOOD SUBSTRATE) HEAD AND SILL 6" MAX. FROM FRAME CORNERS. JAMBS 11" MAX, FROM FRAME CORNERS, 18.500" MAX. 0.C. CONCRETE SUBSTRATE (DETAIL A) AND 10.671" MAX. O.C. WOOD SUBSTRATE (DETAIL B). 4. TWO CR MORE PANEL CONFIGU13ATIONS: (DETAIL C, CONCRETE SUBSTRATE) HEAD AND SILL 6" MAX. FROM FRAME CORNERS, AND AT 3° AND 8" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 4). JAMBS....11" MAX. FROM FRAME CORNERS AND 18.600" MAX. 0.C, 6. TWO OR MOJtE PANEL CONFIGURATIONS : (DETAIL D, WOOD SUBSTRATE) HEAD AND SILL....,.8" MAX. FROM FRIMIECQF�ErS I NIIRT•3",)",1�' A40)• 12" MAX. ON EACH SIDE OF ASSEMBLY BEAM AND/OR ASTRAGAL LOCATIONS (CLUSTER OF 8). PLUS ENCIRCLED ANCHO�B OLIT IDE OWNER), REQUIRED ONLY ON PANEL WIDTHS OVER 27 3/40. JAMBS 11" MAX. FROM FRAME GOr NE•RS71NQ 11y57MX.• 0 •• ••• •• • • • •• _416°� 1 16° IIt3° _ 3"MIN. L� HEAD & SILL 11" ATYP.—' ► ANCHOR Ir CLUSTER (TYPICAL) _ A RC MAX, 0 C. N H. QTY. 963/4" -(6) 91 3/4" -(6) 87 3/4°-(6) 83 3/4" -(6) a 1 79 3/4" -(6) " 11" .11 11. _ 3." MIN.. ATYP. 11 118) 0 1 1111 `HEAD & SILL ANCHOR CLUSTER (TYPICAL) W ®EQ, ®EQ. `- SP. TYP.i SP. TYP, - re 1 I} II•I I+4 -el A D `TAIL 0 (CONCRETE) SEE NOTE 6 (2 OR MORE PANELS)APPLICABLITY GA NG ANCHORPES: OF ENCIRCLED 1OR 2 ANCHOR LOCATIONS •111! 0 JOMB T. QT QTY. 963/4" - (8) 91 3/4"-(8) 87 3/4"-(8) 83 3/4" - (7) 79 3/4" - (7) 11" 11-14 0i 11" 10.671" MAX, :C, A DI;TAII,. Q (WOOD) (2 OR MORE PANELS) ANCHOR TYPE& 2 OR 3 08,0000 RMWB/tcow 0.00 •,m WOW 00009 R., 8 R.YfilaR c wwmr 0 R!G 12123184 REMOVE NOTEPER MIND TOANCHORAGE OUT0IDL+µ0ObiA7Y. QBMAX AN0R.Trii, : AQ. • • • ClNN8�9A�f'f , Nit •• • • • • • • • p.allagx 1624 ix*• • • • • • MOKOMIS, FL 94274 • • • ••• • NoctswOBA�` • •• • r • tori, 1 LOGYDRIVE 8342711 ANCHORAGE SPACING ar FRENCH DtDE UTES, IMPACT P0760 1/4 10 • 12 8000-11 E `,�1111111l1y 0GEN44- * ' No. 58706 .--;.11% STATE OF ' '',,,`9/ONAI LYI-yy A. SII1'l(L1 S�ft, P.E. FL P,E,M 68706 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • CONCRETE ANCHOR VC MAX. (NOTE 1) GROUT, SES NOTE 6 '3.d' K81'141W %: t' ti:' ,.tC�NCREI'E.h4 t. 'u 1/4° MAX. GROUT, SEE NOTE 6 CONCRETE ANCHOR SEE NOTE 1 i- i'1 J%' E SEEA t,�A,," 3.+( KSI (NIN'r, NOTE 1 ".'CONCRETES:''-- OPTIONAL .. 4 TYPICAL SIDE LITE SILL (DIRECT TO CONCRETE) �...,... •tr •EMBED. fir•: SEE of NOTE1 1/4°—t MAX. SHIM CONCRETE ANCHOR, SEE NOTE 1 ,CONCRETE ANOHOR SEE NOTE 1 EMBED. SEE 1318' NOTE 1 MIN. OPTIONAL SIDE LITE SILL (SUBSILL TQ CONCRETE) 1 EXTERIOR INTERIOR (ALL HEAD & SILL SECTIONS) +:.,3 4 K�1 Ntiltd 3 EMBED, 1/4'® !!•;:•:# f. • •`.�. CONORETE' - ' Tr a BEE SHIM `--� _'J TINE 2x WOOD ��-;1♦ l SEE NOTE 3 1x WOOD SEE NOTE 3 TYPICAL SIDE LITE SILL (DIRECT TO WOOD) NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4° ULTRACONS OR 1/4" 884 CRETE -FLEX. MIN. DISTANCE FROM ANCHOR TO CONCRETE EDGE 181 3/4°. MIN. EMBEDMENT: 1/4" ULTRACON -13/8°,114° 8S4 CRETE -FLEX -1 314'. 2. FOR WOOD APPLICATIONS USE #12 STEEL SCREWS (06) OR ELCO 1/4" 884 CRETE -FLEX -1318' MIN. EMBEDMENT FOR EITHER. 3. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 112' THICK. lx WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. WOOD BUCKS DEPICTED AS 2x ARE 1 112° THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS ORAS APPROVED BY THE AUTHORITY HAVING JURISDICTION (AHJ). 4. FOR ATTACHMENT TO ALUM: THE MAIL SMALL BE A� MIN. I RIAB � OE �-T6 AND A MIN. OF 1/8' THICK. THE ALUM. STRUCTURAL MEMBER SHALL BE OFA SIZE TO PROVIDE FULL SUPPORT TO THE DOOR O 8 IN THE DETAILS ON THIS SHEET FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SMS WITH FULL ENGAGEMENT INTO THE ALUM. )F ARE•MET',•TTE PRESSURES SHOWN ON SHEET 3 AND ANCHORAGE SPACING FOR WOOD SHOWN ON SHEET 10 MAYBE USED. • • • • • • • • • 6. IF 811118 TIGHT TO SUBSTRATE, ORDUT 6R8THER MATEfhIAL It N?)T MQUIRED. IF USED NON -SHRUNK, NON-METALLIC GROUT, 3400 PSI MIN., (DONE BY OTHERS) MUST FULLY SUPPORT THE ENTIRE LENGTH OF THE SILL THAT IS NOT TIGHT TO THE SUBSTRATE, AND TRANSFER SHEAR LOAD TO SUBSTRATE IrPRA78AAYftFpRA� At0 Ried-040100• • ABTNIA • • • s tea ----r TYPICAL DOOR & SIDE LITE HEAD OPTIONAL SIDE LITE SILL (SUBSILL TO WOOD) ,WOOD ANCHOR SEB NOTE 2 oa4t tame oft wane Refits.* 6 ra enmetex Ot avr9 Aft Rffilldsit 0 war*: acuro5o7AAlb1a0 %sitcom• • • • .• • • • • • • •• ••• • • ••• OW DAVE stun • ' • P 8QX 1579 FL84274 • ANCHORAGE DETAILS AL FRENCH DOOR & SIDE LITES IMPACT aaw SawaMates. tair 1/4 11 a 12 8000-11 E trtutaMc P0760 5 PRODUCT RENEWED Bcomplying nding ngwith the Florida Acceptance No `\\\, ONY LYNN 41/ Plle * ' No.66706 %'* sTATEOF 1'ty ;'''ft/OINAL eC:•,•• A. LYFL14p4. E(1ItL.#68708 H, P.E. ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • •• • CONCRETE -AANCHOR 1/4" MAX. SEE NOTE 1, GROUT SHEE711 SEE NOTE 6,� SHEET 11 1iioc:•i% CONCRETE ANCHOR, SEE NOTE 1, SHEET 11 1/4" MAX. GROUT, SEE NOTE 6, SHEET 11 w000 A W000 SS NC E . A `7_, SEE NOT 1,, $H ET 11 1/4" MAX. 1/40 MAX. GROUT GROUT, SEE NOTE b, 6, SHEETET 11 11 SHEET 11 7 �l_.__ifittf TYPICAL DOOR SILL • OPTIONALDQOR SILL (DIRECT TO CONCRETE) (SUBSILL TO'CONCRETE) 1111111113111 rtlirirrrr�r�i�rr ... .• • . • • • • • • .• • .... • • .. • ... • • • • • • . • •• • .. .. ... • • ALUM. FRENCH DOOR & SIDE LITES, IMPACT F07t0 114 12 d 12 8000-11 c DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). MIAMI DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.mia mid a d e. aovieco name This NOA shall not be valid after the expiration date stated below. The Miami—Dade County Product Control Section (In Miami—Dade County) and/or the AHJ (in areas other than Miami—Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the. accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami—Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone.- DESCRIPTION: one:DESCRIPTION: Series "CA -740F Fixed Casement" Aluminum Fixed Window - L.M.I. APPROVAL DOCUMENT: Drawing No. MD-CA740F LM, titled "Fixed Casement Window Details - LM", sheets 1 through 11 of 11, dated 08/08/12, with revision A dated 05/15/15, prepared by magyfturer, signed and sealed by Anthony Lynn Miller, P.E., bearing the Miami—Dade County P5odugt Contrbl Rav`ision stamp with the Notice of Acceptance number and expiration date by the Miami-Addd County Product Control Section. •••••• •• •• • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant °°°°°° • LABELING: Each unit shall bear a permanent label with the manufacturer's naso• es 'logo, citiys 'ante, model/series, and following statement: "Miami -Dade County Product Control Approuod"s finless otltdtyvise noted herein. •• •• •••• RENEWAL of this NOA shall be considered after a renewal application has been fil'edznd therg has•been no change in the applicable building code negatively affecting the performance of this product. :"•' TERMINATION of this NOA will occur after the expiration date or if there has been a revision p*•clfange in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA# 12-1218.11 and consists of this page 1 and evide pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed b Ma NOA No. 15-0519.15 Expiration Date: April 11, 2018 Approval Date: July 16 2015 Page 1 • • • • •••••• • • • • •••••• • • •••••• PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 12-1218.11) 2. Drawing No. MD-CA740F-LM, titled "Fixed Casement Window Details --- LM", sheets 1 through 11 of 11, dated 08/08/12, with revision A dated 05/15/15, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of a series CA740F aluminum fixed casement window, prepared by Fenestration Testing Laboratory, Inc. Test Report No. FTL-7063, dated 09/17/12, signed and sealed by Marlin D. Brinson, P.E. (Submitted under previous NOA No. 12-1218.11) C. CALCULATIONS • • ..•. 1. Anchor verification calculations and structural analysis, compllin with F1 C -Stn Edition (2014), dated 05/16/15, prepared by manufacturer, signetI' M9d sealedby • Anthony Lynn Miller, P.E. • • • 2. Glazing complies with ASTM E1300-04 • • • •• • •' •' io • .. D. QUALITY ASSURANCE ...... . • .. .. 1. Miami -Dade Department of Regulatory and Economic Resourcet'i • • . .... • • • E. MATERIAL CERTIFICATIONS •.. • • . ...:•• 1. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for tfeir "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. 2. Notice of Acceptance No. 14-0916.11 issued to Kuraray America, Inc. for their "Kuraray SentryGlas® (Clear and White) Glass Interlayers" dated 06/25/15, expiring on 07/04/18. Manuel P P.E. Product Control finer NOA No.1 i 519.15 Expiration Date: April 11, 2018 Approval Date: July 16 2015 E-1 • • ...... • • •.... • •• . . . • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5th Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. G. OTHERS 1. Notice of Acceptance No. 12-1218.11, issued to PGT Industries for their Series "CA - 740F Fixed Casement" Aluminum Fixed Window - L.M.I." approved on 04/11/13 and expiring on 04/11/18. E-2 • • • • • •• • •••••• • •••• • • •••• 000000 •••• •••• • • • • • •• •• • •• • • • • • •• • • • • • •111••• •••• • •• •••••• • • • • •••••• • • •••••• • • • • • • • • • • • • • • • • •• • • •••• • • • 71talattla Manuel Per Product Control E er NOA No. 15-0519.15 Expiration Date: Apri111, 2018 Approval Date: July 16 2015 • • • • GENERAL NOTES: SERIES 740 IMPACT -RESISTANT FIXED CASEMENT WINDOW 1) THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. INCLUDING THE HIGH VELOCITY HURRICANE ZONE (HVHZ). 2) SHUTTERS ARE NOT REQUIRED WHEN USED IN WIND-BORNE DEBRIS REGIONS. FOR INSULATED GLASS INSTALLATIONS ABOVE 30' IN THE HVHZ, THE OUTBOARD UTE (CAP) MUST TEMPERED. 3) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED MASONRY ANCHORS. MATERIALS USED FOR ANCHOR EVALUATIONS WERE SOUTHERN PINE, ASTM 090 CONCRETE MASONRY UNITS AND CONCRETE WITH MIN. MI PER ANCHOR TYPE, SEE TABLE 3, SHEET 4. 4) AU. WOOD BUCKS LESS THAN 1-112' THICKARE TO BE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS ARE OPTIONAL IF UNIT 18 INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1.112' THIO( OR GRATER, 1X AND 2X BUCKS (WHEN USED) SHALL BE DESH3NED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION 13 THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. 5) ANCHOR EMBEDMENT TO SASE MATERIA. SHALL BE BEYOND WALL DRESSING OR STUCCO. USE ANCHORS OF SUFFICIENT EMBEDMENT AS SPECIFIED ON TABLE 3, SHEET 4. NARROW JOINT SEALANT IS USED ON ALL FOUR CORNERS OF THE FRAME. INSTALLATION ANCHORS SHOULD BE SEALED. OVERALL SEAUNGIFLASHING STRATEGY FOR WATER RESISTANCE OF INSTALLATION SHALL BE DONE BY OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) SHIMS ARE REQUIRED AT EACH ANCHOR LOCATION WHERE THE PRODUCT IS NOT FLUSH TO THE SUBSTRATE. USE SHIMS CAPABLE OF TRANSFERRING APPLIED LOADS. WOOD BUCKS, BY OTHERS, MUST BE SUFFICIENTLY ANCHORED TO RESIST LOADS IMPOSED ON THEM BY THE WINDOW. 7) DESIGN PRESSURES: A. NEGATIVE DESIGN LOADS BASED ON STRUCTURAL TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM E1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE, STRUCTURAL TEST PRESSURE, FRAME ANALYSIS AND GLASS PER ASTM 01300. 8) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIGNED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. THE 33413% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. THE 1.8 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF ANCHORS INTO WOOD. ANCHORS THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE FOR CORROSION RESISTANCE. 9) REFERENCES: TEST REPORTS FTL-7083, 3579.3580, 3724: ELCO ULTRACON NIA: ELCO CRETEFLEX NOA ANSUAF&PA NDS FOR WOOD CONSTRUCTION AND ADM ALUMINUM DESIGN MANUAL DESIGN PRESSURE RATING IMPACT RATING VARIES, SEE SHEETS 6.10 RATED FOR LARGE & SMALL MISSILE IMPACT RESISTANCE 4' MAX. A 69' VISIBLE uGHT HEIGHT (DLO) 23' 0.C. MAX. IF HEAD OR SILL 1S 60 OR LESS. 60' WIDTH 53' VISIBLE LIGHT WIDTH (DLO) B. SEE SHEET 2 1 \. 811001 # 1 —.L.---.--.— ----•—.-----'--- / l; / 19' 0.C. MAX IF JAMB IS OVER 60'. - _i_____1_ A, SEE 7fi »8HEET2 HEI 7118' L 0ml (3/18 An ..090 SO.3118 An) 23'0.0. MAX. IF JAMB IS 60' OR LESS. 3 7/18' Lainl (3/18 H8 -.M0° SG • 3118 HS) 8 Ir B 19' 0.C. MAX. IF HEAD OR SILL ISOVER 50'. TYP. ELEVATION OF FIXED CASEMENT WINDOW TABLE 1: Glome Types 811001 # 1 8/18'Lam) (118An-.090PVB-118 An) 8 2 7118' L 0ml (3/18 An ..090 SO.3118 An) 8 3 7/18' Lainl (3/18 H8 -.M0° SG • 3118 HS) 8 4 Sr Lam,. IG (1/8' An - 7/18' Air • 1/8° An - .090' PVB - 1/8' An 10 5 7/8" UN. KG (1/8' T - 7/18' Alr -1/8' An - .080 PVB • VW An 7 8 7/8' Lang. IG (3/18' An -1/4' Alr - 3/18° An - .090 SG - 3118' An 8 7 7/8' Lan'. IO (3118' An -114' Air- 3/18° HS • .090' SG - 3118' HS 9 8 718' Lend. IG (3/18' T-1/4' A,r - 3/18' An -.090° SG - 3/16' An 8 9 7/8" Lem,. I0 18' T-1/4° AU - 3/18° HS - .080' 8G - 3118' HS 8 'PVB"o BUTACITE•PVB INTERLAYER BY KURARAY AMERICA, INC. 'SG'= SENTRYOLAS°INTERLAYER 8Y KURARAY AMEIt;1S , ITC. • • •• • GENERALHES......««.. • •1• ELEVATION. �I• "1• GLAZINGDET INSTALLATIOW .. 2 ASSEMBLY TUBE DETAILS«.«.««».3 ANCHOR SPECIFICATIONS...._..... 4 ANCHORQUANTITIES«.««.«« « _ DESIGN PR RK L-_......«•, 0 ASSEMBL: A1LSI�QM.»...»...• y1 • • • • • •• •• • ••• • • • • L1 It • 04 . �� ONS. LYNro 01# • • •••.: @9i.• 4LCr_NsF•••.F,� • • •! No. 50705 ' *• ONILDP• • • . f,cSs•.....C�(p • • • /iiO�AL �‘' • •••frei4NW P.Eh1 66105P . . 5/11P LAMINATED OLA99 SrAO( a V8' ANNEALED GLASS 4106'SMOTE/VS BYKURARAY ANIPRICA, INC. TAP ANNEALED GLASS 11/16' GLASS BITE NUT LAMINATED GLASS STACK GLASS TYPES 4 & 5 WHOM. GLASS STACK UV AIRSPACE 3M8'TEMPERED GLASS GLASS TYPES 6 & 7 GIGNALINATEO GLASS STACK 3116'ANNEALED OR HEAT 7X55EO GLASS A80' DUPONT 80-SY KURARAY AMERICA. RHD. 3118' ANNEALED OR HEATSTREN07HENED GLASS 11/16' GLASS BITE GLASS TYPES 8 & 9 PRODUCTRSVISBD as Bu1IigYCododoL6with Markle Accepranw N• 15.0 1a1.1rj Delo ..::111 a14 2018 Revised By: Date: Revision 8 By M T tidePmdati Revised By: Dote: REVISION A LM 5/15/15 5TH EDITION (2014) F6C UPDATE 1070 TECHNOLOGY ORME N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 CERT. OF AUDI. $29296 Description: Drown 8y: GENERAL NOTES & ELEVATION J ROSOWSKI Title: Date: FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 Setas/Modal: Seale: SAL• Drawing No. Rev: CA -740 NTS 1 OF 11 MD-CA740F-LM A ••• • • • • • • • • • • • • • •• •• • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • INSTALLATION OPTION 1 INSTALLATION ANCHORS INTO 2X WOOD. EDGE DISTANCE AS REQUIRED PER TABLE 3, SHEET 4 WINDOW HEIGHT EXTERIOR a TYP. ANCHOR TYPE, EMBEDMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 3, SHEET 4. EDGE DISTANCE INSTALLATION OPTION 2 INSTALLATION ANCHORS DIRECTLY INTO MASONRY. TYP. ANCHOR TYPE, EASEMENT AND EDGE DISTANCE PER SUBSTRATE, SEE TABLE 3, SHEET 4. VISIBLE LIGHT HEIGHT (DLO) INSTALLATION OPTION 3 INSTALLATION ANCHORS THROUGH 1X BUCKSTRIP INTO MASONRY. BUCK HEIGHT CONCRETE/CMU PER ANCHOR REQUIREMENT 114' MAX SHIM OPTIONAL ADDON FLANGE @ HEAD, SILL & JAMBS SEE DETAIL Al, BELOW NOTES: 1) USE ONLY SUBSTRATE -APPROPRIATE ANCHORS LISTED ON TABLE 3, SHEET 4. FOLLOW EMBEDMENT AND EDGE DISTANCE UNITS. ANY NSTAUATION OPTION SHOWN MAYBE USED ON ANY SIDE OF THE WINDOW. 2) ALL WOOD BUCKS LESS THAN 1-112' THICK ARE TO BE CONSIDERED 1X INSTALLATIONS. IX WOOD BUCKS ARE OPTIONAL. UNIT MAY BE INSTALLED DIRECTLY TO SUBSTRATE. WOOD BUCKS DEPICTED AS 2X ARE 1-112' THICK OR GREATER. IX AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED TO PROPERLY TRANSFER LOADS TO THE STRUCTURE. WOOD BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD. MAXIMUM SHIM THICKNESS TO BE 114'. 1X WOOD BUQMETRW • • • 5 E NOTE 2, MSS SHEET. • • 114' MAK SHIM EMBEDMENT •1• VERTICAL SECTION B -B • • 8• • BUCK WIDTH AS REQUIRED PER TABLE 3, SHEET4 INSTALLATION OPTION 4 INSTALLATION ANCHORS DIRECTLY INTO METAL 812 STEEL SELF -DRILLING SMS, SEE TABLE 3, SHEET 4. VISIBLE LIGHT WIOm (DLO) WINDOW WIDTH HORIZONTAL SECTION A -A 10' MAX. —� SEE DETAIL A2, BELOW DETAIL Al • • • •\‘‘' ,ti II„t„Nyr/� ��ii� �3� LYNN L /4e • ` A,.• OCENSF'•., • • • • C its No. 50705 TY •• • •• • • • • •• • a • • •••• • y• �( gA7Ea<V� ORIDP.•''G\ • • • • • • • ANON kiIL R, P.E. REX 881'08 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 NOTES: 1) WHEN INSTALLING COMBINATION UNITS, ADDmONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW: AddllonelMdmrs Repdsa0 on each Side Dais flans Assembly Time (At) F, LL Whal•x Width Anchor Typo A 0,080 0 0% Iir•22a 23'•0' 0 1 > 29'ss 1 1 a Window Hoght Anchor lYpe A 0,080 17'•22.0' 0 0 28•-250 0 1 1. W+1 1 Revised By: Geta Revision B: Revised By: Dote: Revision k LM 5/15/15 Dsecflpnen: GENERAL NOTES & ELEVATION NO CHANGE THIS SHEET EXTERIOR VISIBLE LIGHT FORMULAS WIDTH: WINDOW WIDTH - 7 HEIGHT: WINDOW HEIGHT - 7 PRODUCT TgREVISED ou mplCodo Withelrloride Acaptanca No 1 0515. 018 Drown Sy: J ROSOWSKI CERT. OF AUTH. #29296 Title: Dole: FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 SerJas/wodeL• Scat.: Shell: Droning No. Rev: CA -740 NTS 2 OF 11 MD-CA740F-LM A ••• • • • • • • • • • • 3 • • ••• • •• ••• • •• • • • • ••• • • • • • • • • • • e • • •• •• ••• • • FIXED CASEMENT (0) F WINDOW HEIGHT WINDOW WIDTH FOR SINGLE UNITS: 1) DETERMINE YOUR WINDOW SIZE AND GLASS. 2) KNOWING YOUR ANCHOR TYPE AND SUBSTRATE, DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. 3) FROM SHEETS 6.10, FIND THE SHEET FOR YOUR GLASS TYPE. FIND THE PRODUCT'S DESIGN PRESSURE FROM THE TABLE LABELED "DESIGN PRESSURE (PSF) FOR SINGLE WINDOWS, ALL ANCHOR GROUPS'. 4) DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 6) USING THE TABLES LABELED 'WINDOW ANCHORS REQUIRED' (TABLES 2A & 2B, SHEETS 4 & 5), DETERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WIDOW. 6) INSTALL AS PER THE INSTRUCTIONS ON SHEET 2. FIXED CASEMENT / CASEMENT (OX) AWNING / CASEMENT / FIXED CASEMENT (X(0) FIGURE 1: l \ I / / 7401 740 SERIES FRAME SERIES FOXED ASSEMBLY CASEMENT CASEMENT TUBE WB,Ip� WINDOW 10', SEE NOTE 7, THIS SHEET FIGURE 2: 740 SERIES AWNING �,..r WINDOW' �D FRAME .rA ASSEMBLY TUBE 740 SERIES —CASEMENT —.— WINDOW' E FRAME ASSEMBLY E TUBE 740 SERIES FIXED CASEMENT WINDOW BEE PRODUCT'S NOA FOR INSTALLATION SPECS MIN. 912 X 1' SMS THROUGH INSTALLATION HOLES 740 SERIES FIXED CASEMENT WINDOW EXTERIOR ASSEMBLY TUBE HORIZONTAL SECTION C -C FOR EACH WINDOW IN A COMBINED ASSEMEILY: MIN. 12 X 1" SMS THROUGH INSTALLATION HOLES 740 SERIES CASEMENT WINDOW 740 SERIES AWNING WINDOW FRAME ASSEMBLY TUBE NOTES: 1) DIMENSIONS SHOWN ARE TIP -TO -TIP DIMENSIONS FOR EACH INDIVIDUAL WINDOW. FOR (I1ZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 2) ANY 740 -SERIES PRODUCT (CASEMENT, AWNING OR RXED CASEMENT) MAY BE ATTACHED TO THE FRAME ASSEMBLY TUBE FOR ALL WINDOWS, USE THE WINDOWS NOA FOR ANCHORAGE, SIZE AND DESIGN PRESSURE LIMITATIONS. 3) ALL WINDOWS IN THE COMBINATION UNIT MUST BE ABLE TO INDIVIDUALLY COMPLY WITH THE REQUIREMENTS OF THEIR RESPECTIVE NOA. MIN. 912 X 1' SMS THROUGH INSTALLATION HOLES 0) THE FRAME ASSEMBLY TUBE IS HOLES NOT REQUIRED TO BE CLIPPED TO THE SUBSTRATE. ALL EXTERIOR JOINTS TO BE SEALED BY INSTALLER. 4) FRAME ASSEMBLY TUBE TO BE FASTENED TO WINDOW, AS SHOW IN DETAILS, WITH MIN. 012 X 1' SHEET METAL SCREWS. USE THE SAME SPACING AND QUANTIFY AS THE OPPOSITE FRAME MEMBER. 8) THE FRAME ASSEMBLY TUBE MAY NOT EXCEED 62' IN LENGTH (AS USED IN A 63' FLANGED WIDOW) OR BE USED IN TEE OR CROSS CONFIGURATIONS. VERTICAL SECTION D -D VERTICAL SECTION E-E �,R,,• • • •• 1) DETERMINE EACH INDIVIDUAL WINDOW TYPE, ANS 81 S ,, URBSEE FIGURES 1$ 2, THIS SHEET. DETERMINE YOUR ANCHOR GROUP FROM TABLE 3, SHEET 4. • 0• • • • • •• 2) FROM SHEETS 13.10. FIND THE SHEET FOR YOIJ9LASS IMRE. • • • .• • • i• _�••.- �• • 3) FIND THE DESIGN PRESSURE FROM THETABLBBIABEIEP MNDeI*AMCF�RS,GUI (TABLES 2A & 28, SHEETS 4 & 5). THOS MUST BE DONE FOR EACH WINDOW IN THE ASSEMBLY, AND THE LOWEST DESIGN PRESSURE APPLIES TO THE ENTIRE ASSEMBLY. DIMENSIONS SHOWN ARE TIP -TO -TIP. FOR SIZES NOT SHOWN, ROUND UP TO THE NEXT AVAILABLE WIDTH OR HEIGHT DIMENSION SHOWN ON THE TABLES. 4) USING THE TABLE LABELED 9MNDOWANCHgRS Rigago. (TABIBB WittSHEETS, & 5),gTERMINE THE NUMBER OF ANCHORS NEEDED IN THE HEAD, SILL AND JAMBS OF YOUR WINDOW. • • • • • •• •• 5) INSTALL AS PER THE INSTRUCTION ON SHEENS 2.3.9107E ?HA WTI eHOOTHR4104:TH0 WINDOW FRAME INTO THE SUBSTRATE MAY BE REQUIRED (SEE SHEET 2), AND THAT MIN. 012 X P ANCHORS•A•RE•TO B0ED THlJ1•I TEfE AME 14411X FRAME ASSEMBLY TUBE (SFE DETAILS ON THIS SHEET). 7) FOR ALL COMBINATION UNITS, ADDITIONAL INSTALLATION ANCHORS MAY NEED TO BE INSTALLED THROUGH THE WINDOW FRAMES AT 10' MAX. FROM EACH SIDE OF THE FRAME ASSEMBLY TUBE CENTERLINE. SEE TABLE BELOW AdtlOarel Anchors Requked on each 51de of the Remo Aero r Ate (FAT) t., Window Anchor Type LL "dill A B.0&D 1 17'-229' 0 0 23'-25r 0 1 > 26'• 1 1 Hedizettel FAT Miaow Ichor Type Helptd A 6,050 lir-22" ' o 0 23' • 23.9 0 1 23'+ 1 1 PRODUCT REVISED as complying with tho Florida DundI•gA No o514 ) Dato u7 CNI k LL, 2 .W J 0 2 LL -J J LL O M 6 Q U ••• • • • • • • • ••• • • • • • • • •• •• • • ••• 0 • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • TABLE 2k Window Anchors Required (37" end Lees on Short Side Dhnenslon) PRODUCT REVISED to complying oath Oro Plmide to—D�i9.1 • Anchor Type under gr 26•t1il1B' - * ora000000rl000r�0000n00000CI 1.080 I* ILA Es're<�f70©EAF3©©EA©10©©EA©©E3©M7©E7©©© "'L1WWII E""��E71:1 IA LA NA j'�'..1F-L6'1•1iYh*- ILA REINA :lE3MALAFALARA E1AAAAAAAAAA E 1KIRIEAElIA©EIEAEA©L1EA©ElI3©EAEAEARAIAEAEA1E1E1EE1EE1 ILA MI AIWA � FIRACAILA RAM E�3JSIrs� MARAMAE ILI1ARARA lRItataARA EEEE:3lP'�� ,c KALI 111 WMMIor�raoori ILA UaEl©©E7©© ILI III ILA RIElAAEAE] ILA KALIVAWABy Accpta%edo A,xoPI Mo , ' ' um .:. —5+`t '.it) �I .., �• i ,2...;.,;,-, [ ri7rM3E7E7©E1EAEAEJEARA IAEA ©EIEZRAEJE7EJEIEJE7E7 RIBA IERIARAE7©EISA 37 1171:71 11A IA MA IA El MEI OA NA DA RA RA WA BA 11A 1E11E112 IA ILI RAMA LIRA MA IA AA IA IA KARA I 1) USE THIS TABLE FORALL WINDOWSPERTHE cuT"L]IAA WHO tatamimiE7EIIARAEIE1AIEE LILA tJtI KOE7EANAE1tItI IAE70mita ELEVATIONSONSHEET 1.DIMENSIONS SHOWN 3T vr-url El El 1E11E1 IA MA IA NA ILI 10111111111 IIA ILI ©TALI©©©© LILA LIMA ©©©©0©© ARETIP-TO•TIP. LansSlm MAKILIERKREMERlIItItEE lKIRA LI©E l EA BAIA AA RA RA ILE AA IARE/ASAElNARA ,rt. M IA IA DA 1111 131 IA11311113111A IE1111211 El IE1UA LIIIAIAKIRAEILIWINi©EAEIo©E7EAMIAE7 OEN IA IEBRA IARA URA III I RAEIEAEIE70ElEI 2)FORSWESNOTSHOWN,ROUND UP TO THE NEXTAVAILABLE"FIT ORLONOSIDEDREN8ION 44 N4'MIMIIDtaEItIEIAtaE;I11OWI ss,VB. F?'r!{''7Lima [,.,TM'i KIEV �' 1,,.?1�EAAA©AREAAAAL3AAAAAmi©■7©AAAA■?©E10miOE7ta maLiWI E7©EIEAEA©EAEIE7©E7Qill lAElAAAElAAAAE IARA RMAILIE]E7E7EAE7E7E]E7EAE7EIMEI LI0EEE1EAVEARAIAKM©EAEACAWI SHOWN ON THE TABLE. 3) THEWINDO4Y88HORTANDLONOSIDEMAYBE INVERTED. 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IM LIRA F"r"Tr,711 EN AAAAAAAAAAAE1A RA Ell RA ILI EA 1E1 IA7ILIIAME7EJEAAIAEARANARAEAWI LIMA tata Ell ©tamimita©mi Ell RImiRImita UJ 11=1 LI IA RA KJ ILI Ill LI 11111111 RA 131 AA BAIA RA RA LI LIRA CI LI LIRA 131 UNA IA MA ILI IA ILI N 74 V717-1:1,'3 AAAAAAAA Ill AAAAAAEA MAIM ©mi©©A© ILO RAIAEAAORI© CL > ix r�-motIAr tIIJtI lclRAEl©nEARIL LI AEnmit31RAmoE�oi�oo SAMPLE CONFIGURATIONS: 1./.1 0 '7 76.1 ' I'7 A IFA AAKIAAAA UFA AAAAA©OAK7mitaR7 RItI©©RI Ell miEA WHEN ta ..I . e. 114 11=1:121.IACIRAR31AE7E31LICB i-9'"z"IIAAAAAAAAAAAAAAAEIMRMRREME [>SiL LIElWARAELImE7IALIMKA JmiII AEilEDE7RI I It LILIMBRA all LEI RICE ILII mSF7Ao [I N LEHICAE7E7EF1EAE7 AtatamiE7t>IEVEI nJLJEjEImIS][.I x x x x O x g J VOA � O F I Z < 0 X I i- U 3t I AA AAAAAAAAAAAAAEItatamimi©EJtILILIElN7tataEIAIA IA x 134. -,, 7,7 AAAAEAAAAAAAAAAE7AEi©AIARtamia©©RA 0 14s MEM RA Ella EA CI LI Ill El LI LI El Ill Ll II ICI FA Ella x o o a sk�umAAEVFIRIAElLFIAAAAAAAAENElI1 � TABLE 3: TABLE 3: (cont.) X 0 z � x: � Oroup Anchor Substage Mht Edge Osten= MIn. O.C. Distance Embedment Anchor Plate Ra9uUed? Group Anchor Substrate MinMin. Edge a Mln. O.C. Distance Embedment Arwhor Plate 0l Ropirod/ X O X X X =Min. z a �' n: x n z oz 4 '': 1(4 steal Macon MOW Block 1' 8° 1-1(4° No S. Pine B/8' 1" 1318' o 8. Phe 619' 1' 14(8• No 014, Meel8M8 (08) 6063.15 Akan. 318' 6/8' .0713' Yee Q • e •e=5 0141410 318" 6(8' Yee r,1rr A 014, steal SMS (051 503345 Alum. 318' Bib' .060' No 69S8I0S • • • •A388toM•• tb18 .060' Go. Yea S dooyF° O� O \tµ,tllll LYN(V ri'� or 014, 410 SB SMS A38 Steel A893 Stns, Cr. 33 3/8' 319• �' erg' 060' .0�•, 20 Oa. No No •• • • •• A989 Bed 33 918 1' 4' 046'.19 13(4• Yea p„ftp.'( t�� P� E ,_\\ ,$p. pNY A9/ ,, ... !, , 8. Pine 616' 1' 1-318' No •e • •I UltrBbmN s 2.172" 4' 1318' Yea �y st"' '-1 t1GEMSF'•.,p �. 012, steel SMS (05) 6083-18 Almon. 3(6' 618' .�' No • • a :14' .. • items Bon 2412' 8• 1-1/4" Yes e +• .,':: '� B orO12, 410 88 8MB A98 Bled 9!9' 9f8' .050" Ne FBkd Block 2-112' 4' 1314' Yes �g�C No. SII%OG ASS3 Stud, Gr. 93 378' els' 20 On. No 1/4" 410 BB 3.3Wt Concrete 1' 7 13(4" No 2.6)1Cmgrele 2-112' 4° .037, 1318' No OreteFlax HoOowBock 2-1(2' 6' 1-114 No ='0 " 114' steel Ullman 2.68k Concrete r 4" 13(4° No • • • • • • • • e 3.6k Concrete s 14(4' 8' 1314 No 7J •. %S '/: Bow Blod1 2.112' 8' 1.114 No • • •• Wrested masers, Ho6yv Blpak • 1.118' 5' 1-114' * 1) OPERABLE (X) WINDOWS MAY BE CASEMENT ...'k,' ' . Q •. S' A 'E p' %v: •'•. 0 8. rim BI8' 1' 1,9/8' Yes � • • • • • FOAI Block • #2-1/2' S' 1.314' • No WINDOWS OR AWNING WINDOWS OF THE SAME SERIES. ! 4 ,... ,. •'• \`�� ' i�, 012, steel MS (0e) 8093-18 Num. 3/8' 618° .0713' Yes A • ' • • • • • 7 6QS ...... '14— /' , / � ONAI_ ' or0I2, 410 SS SMS A38 Steel 3B° 618' .060" Yen HOR ST E)C111± 1, M1 n4IJ M OF ARREARS B2R'OND ANY METAL SUBSTRATE , ,,, `` A883 stud, Or. 33 318' S/8' .048',18 Go. Yea A�N�C1H10OR��3 EE77((HH p 2I MAY BE FAD. ANHEAD (At1'LATHE). Al. 1. M P.s. P.6.108705 • • • • • • • ••• • • • • • • • • • • • ••• • • • • • • • • • • • • •• •• • • • •• •• • • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0•• • • • 0•• • • TABLE 25: Window Anchors Required (Over sr on Short Side Dhnenalon) PRODUCT REVISED Sewn Side ® complying with the FI0*d Building Code Anther Type 40• 44• 1 48.114° 534J8" b4• 6r` 80" 63" 87-112" Acceptance No i=.0519.)5 A BIC D A B C DIA 6 C D AIB CID A R C D 81C1D1A BICID A I B I C 0 A I 8 C 0 B tan Dew 1\ %la Late Side 2 2 if 2 2 2 2' 4 2 2 2 2 2 2 T 2 2 2 2 2 2 2 y2 r 2 2 2 2 2 2 2 2' 2 anger 23. Shot Side 3 4 3 3 3 4 3 3 4 6 3 3 4 6 3 3 4 5 3 3 4 r 4 4 5 8 4 4 6 8 4 4 6 1 5 6 By it, ".! t Lang Ode 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 2 tdiam' " "' •.... 16!78' Shad Oda 3 4 3 3 3 4 9 3 4 6 3 3 4 5 3 3 4 6 3 3 6 8 4 4 6 8 4 4 5 7 4 4 8 7 5 5 Lang Oda 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 35• Shot Side 3 4 3 3 4 5 3 3 5 8 3 3 6 8 4 3 5 7 4 3 8 7 4 4 8 8 4 4 8 8 5 4 7 9 5 6 Dote:Rev9len A: 5/15/15 ,NO CHANGE THIS SHEET MENT WINDOW DETAILS - LM Sootw Sheet: Drawing No. Rev: NTS 5 OF 11 MD-CA740F-LM I A gide 3 4 3 3 3 4 3 3 3 4 3 3 3 4 3 3 3 4 3 3 3 4 3 3 3 4 3 3 3 4 3 3 3 4 3 3 1) USE THIS TABLE FOR ALL WINDOWS PER 37"•• Shat 81de 3 4 3 3 4 6 3 3 5 5 3 3 5 7 4 3 5 7 4 4 6 7 4 4 6 8 4 4 7 6 5 4 7 9 6 5 THE ELEVATIONS ON SHEET 1. DIMENSIONS Lang Side 4 6 3 3 4 6 3 3 4 8 3 3 4 6 3 3 4 5 3 3 4 5 3 3 4 5 3 3 4 6 3 3 4 6 3 3 SHOWTO•TIN ARE TIP•P. 44• Shat Side 3 4 3 3 4 6 3 3 5 8 3 3 8 7 4 4 8 7 4 4 8 8 5 4 7 6 6 4 7 9 5 6 8 10 8 5 Long Side 5 8 3 3 6 8 3 3 5 6 3 3 6 8 3 3 6 8 3 3 8 8 3 3 6 8 3 3 5 6 3 3 5 8 33 2) FOR SIZES NOT SHOWN, ROUND UP TO THE 44.1IC Strad tide 3 4 3 3 4 5 3 3 6 6 3 3 8 1 4 4 8 7 4 4 7 8 6 4 7 9 5 5 7 9 5 5 8 10 8 5 NEXT AVAILABLE SHORT OR LONG SSE Lang Bide 8 7 4 4 8 7 4 4 0 7 4 4 6 7 4 4 8 7 4 4 8 7 4 4 8 7 4 4 8 7 4 4 8 7 4 4 DIMENSION SHOWN CN THE TABLE, 631!5, Shah Side 3 4 3 9 4 6 3 3 5 8 3 3 8 7 4 4 6 7 4 4 7 8 6 4 7 8 5 6 8 10 6 6 8 11 86 3) THE WINDOWS SHORT AND LONG SIDE MAY Lon Side 8 8 4 4 8 8 5 4 7 8 6 4 7 8 5 4 7 8 5 4 7 8 8 4 7 8 5 4 7 8 6 4 7 8 6 4 BE INVERTED. 5, Shat Side 3 4 3 3 4 6 3 3 5 8 33 6 7 4 4 8 7 4 4 7 8 6 4 7 0 5 6 8 10 6 5 8 11 85 Lang SIde 73 94 63 43 74 95 63 63 75 98 5 63 88 10 6 6 88 107 54 54 8 108 66 64 8 108 86 65 86 10 11 68 768 9 se_ 5 4) SEE NEXT SHEET FOR ADDITIONAL 1 er Sbat Side 3 7 4 4 1 7 09 65 11 6 5 INFO @ Long Side 7 0 6 5 8 10 8 5 8 10 8 6 8 11 8 6 0 11 6 6 8 11 6 6 B 11 6 5 8 11 8 5 8 10 8 5 9 88.13118" Shad Side 3 4 3 3 4 5 3 3 5 8 3 3 6 7 4 4 8 7 4 4 7 6 5 4 7 9 5 5 8 9 5 5 8 11 8 6 Lang Side 8 10 5 5 8 10 6 5 6 10 8 5 8 11 8 6 8 11 8 6 8 11 6 5 8 11 6 5 8 11 8 6 8 11 8 6 67117 Shat Side 3 4 3 9 4 5 3 3 5 8 3 3 8 7 4 4 8 7 4 4 7 8 5 4 1 9 6 4 7 9 6 5 8 11 8 5 Lang SMe 8 10 6 5 8 10 8 5 8 11 8 5 9 11 8 6 9 11 8 5 9 11 8 5 9 11 8 6 9 11 ' 8 6 a 88• Shat We 3 4 3 3 4 5 3 3 5 6 3 3 8 7 4 4 8 7 4 4 8 8 6 4 7 9 5 4 7 9 5 6 ird Cl Lov Ends 11 10 8 5 8 11 8 6 9 11 8 8 0 11 8 8 9 11 8 6 9 11 8 8 9 11 6 8 0 11 6 8 C 70, Shad Shia 3 4 3 3 4 6 3 3 5 6 3 3 6 7 4 4 8 7 4 4 8 8 6 4 7 8 5 4 7 9 6 5 0 OD Lao Side 8 10 8 6 9 11 6 8 6 11 8 6 9 11 0 8 9 11 8 6 9 11 6 8 9 11 8 6 9 11 8 8 w 12, Shad Side 3 4 3 3 4 5 3 3 5 6 3 3 5 7 4 4 8 7 4 4 6 8 4 4 7 8 6 4 7 9 6 6 Lang Side 9 11 8 6 9 11 6 8 9 12 7 8 9 12 7 8 9 12 7 8 9 12 7 8 9 12 7 6 4 W 74' Shat 8180 3 4 3 3 4 6 3 3 5 8 3 3 6 7 4 4 8 7 4 4 0 8 4 4 8 8 6 4 Lang Side 9 11 0 6 9 12 7 6 8 12 7 8 9 12 7 8 9 12 7 6 9 12 7 8 0 12 7 6 > 78• Shod Stde 3 4 3 3 4 6 3 3 5 8 3 3 5 1 4 3 5 7 4 4 8 8 4 4 8 8 5 4 . _W_I O. 0 U di 84* Lang Stde 10 13 7 8 10 13 7 7 10 13 7 7 10 13 7 1 10 13 7 7 _I 8 Z Shat Oda 3 4 3 3 4 5 3 3 5 8 3 3 5 8 4 9 5 8 4 3 - V µXXWXghI (�� 114' Long Ma 14 18 10 9 J - m ~ Shod Bide 3 4 3 3 tt Le. EXAMPLE 1: FOR WINDOW SHOWN BELOW; 7/16' ANNEALED LAM. GLASS, 114' MASONRY TECHNOLOGY DRIVE VENICE. FL 34275 P.O. BOX 1529 ,KOb1IS, FL 34274 OF AUTH. #29296 ANCHORS INTO CONCRETE, +701.80 P8F DP REQUIRED, NO ANCHOR PLATE 15 1T ---I 4' I ri.i 4' 41V1 ......r" f'I '"'I 4• h. -- .-'AWNNGANCHORS(SEESEPERATENOAk gip AWNING ANCHORS (SEE SEPERATE NOAk +—I FD(EDC/SEMENTANpWRS:• ozzA) • FROM TABLE 9, ANCHORS C & D ALLOW A DP OF +70J-90. A) FROM TABLE 9, ANCHORS C & D ALLOW A DP OF +701-83,1.B) FROM TABLE ANCHOR TYPE C HAS THE ANCHOR AND SUBSTRATE -1-i • •• • yy 1 e) FOR THE JAMB, FROM TABLE 3 ANCHOR TYPE C HAS THE ANCHOR AND1,tt1IiLIr,DESIRED FO: THE JAMB, 3, AND DOES NOT REQUIRE THE ANCHOR PLATE.•10•.8" FROM TABLE 2, 6 ANCHORS ARE REQUIRED N FACH JAMB,• SIMILARLY, 2 ANCHORS ARE REWIRED IN THE HEAD & SILL,D) DISTRIBUTE ANCHORS FOLLOWING GUIDELNES FROM ELEVATION ON SHEET 1._\• F) PER RULES ON SHEETS 2 & 3, INSTALL 1 ADDMONAL ANCHOR ON THE FRAME ASSEMBLY•• SIDE OF THE AWNING {FAD 839 L). •• /•• •— • • • •• • •SUBSTRATE •/• • ••1326"`�� •• • • Y • •d •• —�E) • • •• •• •—L — DESIRED AND DOES NOT REQUIRE THE ANCHOR PLATE.��yLYNN C) FROM TABLE 2B. 6 ANCHORS ARE REOUOiED IN EACH JAMB. DISTRIBUTE ANCHORS FOLLOWING GUIDELINES FROM ELEVATION ON SHEET 1.,:i. SIMILARLY, 3 ANCHORS ARE IREQUIREO N THE HF14) & 89-L.�t•No55705E) a y F) PER RULES ON SHEET' 2, INSTALL 1 ADDRIONAL ANCHOR ON THE FRAME 1 ASMBLY TUBE SIDE OF THE FIXED CASEMENT (HEAD & 91LL). r��ii• Opl ..... b1/(( i�C) q•� : F . 'P81•• r xD) 7..:::: :�� ••, 51 .0 Sr •I�V1TUBE < 'C7�•• 4•%s •r _ •_2 4' ,ifi �n/COR10P. • •• 4• • •• E. 290.{•• 2011 `J". ! r e1��t�r�(�� t �t t t PJ:. A LYi+0V �" P.0.008105 08105 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 0•• • • • 0•• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • FOR GLASS TYPES: 1) 5118° LAM! (1/8 AN - .080° PVB -118 AN) PRODUCT REVISED as complying with the Florida "PVB'. Bur ACIT0 PV5 INTERLAYER BY KURARAY AMERICA, INC. Build!" C°6 I.5t4-O�tig1.1�5 Acceptance N TABLE 4: - . -, .at o _ 1if 1$ •. ,c Design Pre001, W+16ons, MIAnmhorOinupd By %%l,. u .(- ibis% OMfa ./.....?177:81 West 8M3 undo. 23' 2610114" 27414' 83.172' 37 44 46V4 83-118' 88' 83' SHORTSIDE LONG nrger27 +789 +70380 +1880 +78.20 +70390 +7060 +78480 +7840 +789 +70140 SIDE 25-15/18' +70300 +7800 +7880 +70140 +78411 +7840 +7840 .7880 +703110 +70140 L IL Q' 37• +70380 +707.80 +7840 +78.20 +7883 +7040 +7880 +7844.1 +70377 +7870.1 44' +70380 +7843 +7840 +70380 +788) +7880 +7884.1 +80/.70 +80147.6 +88411.3 LONG . ,. 1 SHORT 1 "�'1 1 , 46114• +70380 +706110 +7840 +70140 +70380 +7844.1 +78401 +88-78 +80383.2 SIDE BIDE CO LL 63410' +10380 +78.80 +7840 +7880 +7884.1 +68.10 +8870 +8847.6 (/) 4 62' +70/40 +7880 +7880 +703882 +78.77 +8887.6 +68839 1) SEE SHEETS 1, 4 & b FOR WINDOW ANCHOR ANDQUANTIT1EB. S W 82' +78.80 +7880 +7840 +78-7d6 +70370.1 +688!9 LOCATIONS 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY 1- J 78' +70143 +70340 +78.75.7 +366.8 +1.66.8 OR HORIZONTALLY AS SHOWN. W 7 4• +7860 +70!80.4 +78712 8842 g Z �Ft . TABLES: a U 0 . n- Date Pressure 751)for Wegoea Mashed/a a Frahm Assembly 1184 Z Description: DESIGN PRESSURES PER G Tette: FIXED CASEMENT WINDOW 0 4ib. 08,enslon 7l' Date: 5/15/15 _ tmder8' 28.1818 27436• 361? 87 44' 48.114 65744 88' 83' (NIAran: Ofe44 07049 0104/101 0.44 N 84mN ote? Aroter Grog Mawr 01007 Arador Gretp Anchor 6144" A33 0�4p ArbsGroup An000300p a- [ii 14 A0 A8 A,0&D S A.C&D 6 A S 06 D,.. a 080 A B 060 A a C D A �+1-867 S C D und0023' +74480 +7840 +7880 +7880+76182.1+76182.1 +70140 +78.74.3 +70170.7 +1828 +7840 +78707 *1•662 +7880 +148.1 +151.8 +70460 +1505 +347.4 +7887.8 +7840 +143.6 +70380.7 +703848 K 2111818' +7843 +7840 +78480 +70320 +7840 +7844 +7840 +7870.7 +7880 +7840 +181.4 +7840 +7840 +148.8 +7880 +7880 +143.8 +7884 +78.39 +7840 +1.48.3 +7777.3 +7880 +70380 '3 Is 31" +7040 +7880 +70380 +7880 +7840 +7#80 +7880 +7840 +7840+70/40- +7880 +78.60.4 +7880 47844.1 +701568 +7844.1 +7041 +78436 +70371 +70377 +706761 +11.8 +704701 +78.70.1 Revised ED, L MILLER Orem By: J ROSOWSKI 44' +78740 +7840 +7880 +7890 +7840 +70740 +78.80 +7840 +78381.8 +7860 +70184.1 +70740 +7884.1 +88-70 48847.7 +88.70 +8887.6 488819 +8887.8 +6887.8,+8881.3 +147 +6841.3 +80161.8 46114 +7880 +7880 +7840 +7840 +70360 +78.60 +7840 +78{4.1 +70144.1 +78841 +78801 +1478 +708661 168.70 +0881.7 +3870 +4'812 +168.4 +8883.2 +9163.2 661! +78.9 +7840 +7843 +7840 +7880 +70384.1 +78.4.1 +88.70 4=370 +9670 +88.70 +9170 +9370 +96392 +8887.4 +8847.8 00' +701480 +7860 +70360 +78439 +7882.2 +70377 +78.71 +68674 +60487.6 +88879 +8863.2 +6892 408442it Q 1 83' +78.80 +7840 +701511 +7-768 +78.18.6 +10370.1 +78-701 +8841.3 +893811+9781.3 V 78 47880 +78444 +78.797 *1560 +1106 +386.0 +1656 84 +78631 +70388.4 +78713 +14.2 +1-44.2 1)THE WINDOWS WIDTH AND HEIGHT MAY BE INVERTED. N k' IM fg.N°Iist N %t k' FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE E R g a. FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE [ 8", 2o 10' 1� F �E •Y TUBE SEE SHEETS 1, 4 8 5 FORWINDOW WINDOW ANCHOR LOCATION AND DIMENSION B° ABM�Y 7ppE SEE SHEETS 1, 4 & 8 FOR 18080039 ANCHOR LOCATIONS ANDQUANTITIES. L v-,. z o 0 0 i z o SEE SHEET 0 0 WINDOW DIMENSION QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL • • • • •• • • ��• 10' MAX • • 3 FOR ANY ADDIT NAL 'A' ANCHORS THE MBE REQUIRED E • ♦4DDRIONAL ANCHORS REQUIRED OR THE RAME F LYru> I II 3M/��F � 39390039 I Da4ENSIt�4 'B' I r ADDITIONAL ANCHOR (4),IFREQ. ,YT1JFOR • • •• • • • ••• ♦r .iN,}+d�S A � 1 :4). tr•Ir . • •• . ��o�g1�YNN1 �,�� ``• `A EN.. +�Y��'. ' - F ••�* .i l * :• 58705 • ••• •• ••• • • • • • • • • • • • • • • • • • • • • •• • • • • • • • • • • •• • • • • • • • •• • • • ••• • SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS No. ) !u1 4. '•--2� ( (CJ . ---1) •'•, ST! CED , •' '0ti�' "loR1oP'• �C��` • • '%FSS+ 0,�, 1 j� �'P �,..�+ `�� ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 91J FOR GLASS TYPES: 5) 7/8" LAMI. IG:(1/8" T - 7118" AIR - 1/8" AN - .090" PVB - 1/8" AN) PRODUCT REVIsUD 101 Bre Fltaids 'PUB=as BUTACRE0'VB INTERLAYER BY KURARAY AMERICA INC. TABLE 8: Math* 1 . A.ceW D4'rTr,-,011` �LDi� Destgn Pleasure (i•OfOrWrtale VAndows, A8 Anchor Croups y1 By 11 •,..1411r....•;44, Wad B77e L f ado ' • •!"' , weer 2.. 2840)10• 27414' 33-1/2 37' 44 46114' 63.118' 09' 83 LONG under 23 +70/.90 +70.80 +70390 .740 +7690 +74.0 +74. +761.88 +701.8) +70/-80 5810 RT SIDE 26101$ +70190 +709) +7040 +7097 47090 +7040 +70.80 470-90 4711.60 +70.80 a Q 37' +7040 +7040 +70148 +70)98 +76.80 +7040 +70-80 +7040 +70/479 N0.7a0 (j 44' +7040 47040 +7690 +701-80 +78.00 +7040 +70-90 -7- * l' ] :@ 46114• +70.90 +7090 +70'40 +761.80 +70140 4701.80 +70140 I 1 -I 81 8 _ 63-101 +7040 +70-20 +7090 +7090 +7440 CO LL 9 6$ +7040 +701.80 +701.87 *7090 +7047.8 ) SEE SHEETS 1, 4 & 6 FOR WINDOW ANCHOR CO q Sr +7040 +70180 +70.000 +7647.2 +76.78.8 LOCATIONS AND QUANTITIES. =J W g 7$+71940 +7043 +7040:3 2) TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY i Q 74• +7647 +74.80 .70913 OR HORIZONTALLY AS SHOWN. W e TABLE 7: (.7 d c.: C9 Z CO {ate(g f'1 • .7... Deafen PASSIM Q00 !or Medan Attached to a Frame Assembly Tube ' O lc rias :SIGN PRESSURES PER GI CED CASEMENT WINDOW I LL Wbdsw ehaermiell •A' t Oda 17' 2618118' 2190/' 33.117 37' 44' 48414 861411. 48' 03' 5/15/15 08/08/12 4 ti AAcher Anchor Gasp Mclvt )trap mow .4wSnp lut0Dx0166p Anent Anew:Gawp Anchor Camp M A7101Grop a CO N A8 *9 AB A,CBD 0 A.CBD 6 A B C8D A B ChD A 0 ChD A 8 C 0 A 8 C D aI- un•r 23' 4747.80 +70.80 +7047 +7840 ' +70147.1 +7040 +70-74.3' +70.70.7 +1828 ' +70.90 +70.117 +450.8 +76 M .1461 0141.8 +701.0 +140.6 +)47.4 +78474 +701-80 4/403 +1.43.8 +70407 +704.6 1 Z 261018' +70)0 +7040 +70-0 +7680 +10-90 +7044 +70-0 +70.70.7 +7090 +70.0 084.4 +70490 +70140 +.904 +7440 +7090 +143.0 +70.84 +7040 +7640 449.3 +701.723 +1040 +70100 /:. 0' 37' +70140 +70)8 +701-913 +7090 +70.0 +WM 47040 +70140 +70440 +7090 +7040 +70448.4 +7010 014 +70 +7040.6 +70140 47047.8 +70.739 +70147.8 +7047.8 +76408 4147.8 +701499 +74-780 pp 44' +70440 +7640 +7040 +7440 +76-0 +7640 +70140 +70190 +74 41.8 +701 0 +7010 +7044.4 +70148 46144• +70)0 +70.0 +70140 +7690 +74.81 +7690 +70.0 +76411 +70432 +7040 +701464 +78)81.3 +70140 N 6341$ +7048 +70140 +70740 +70.90 +70.0 +7090 +76.0 W g1 e$ +70-0 +7640 +76-9) +760 4040 +7047,8 +70447.8 O 1� 43' +7040 +7040 +70140 +7047.2 +701412 +703708 +74708 g` 76' +740 +7640+701483 9 U 84' +711)0 +7040 +70418 g O 1) THE WINDOW'S WIDTH AND HEIGHT MAYBE INVERTED. .-I i -3 W 0 .8 § t3- 0 FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE L ni a } 1Ai ii R' 4 FIGURE FOR VERTICAL FRAME ASSEMBLYTUBE H 1-2 TUBE WOWANETS 6CHOR LOCATIONS AND NIOW DIMENSION 13' )MSEE ASSELY SHEETS 1.4 & 8� FOR V 1NDOW ANCHOR LOCATIONS AND r....,q.. o a o n z z - v Y0 SEE SHEET 10' MAX 3 FOR ANY ADDITIONAL DIMENSION'A"3 •A A 3 FOR AtIES. FOR ANY ADDITIONAL • 4 OR HHTHE FRRAAMMEE(RED • .74X-• • • � • • • •DD1•• tONAi ANCHORS REQUIRED FOR THE FRAME 1111111 111. `�.\ ‘�yvYNN.M!(lFi/��. 1 4WINDOW DIMENSION'.. 'B' r ADDITIONAL ANCHOR (4), IF REG. ASSEMBLY TUBE. • • • • •• • �{ • • • WINi00Yt• 40MERSI00 ♦ • •p • • • •- ••1 �•-' �� IF REO • • • • ASSEMBLY TUBE. `'e•:...•CENSE ••'P r �� = : � .'r3- DBT05 = -C: HC. • ••• •• ••• • • • • • • • • • • • • • • •• • • • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • • • SEE SHEET 4 FOR ADDITIONAL SAMPLE CIAFIGUITATIONS [• es_ • ''�t, VT'tE17;-'4•_ ';OA,�.. +•1ofe?.••%C') .. ''1//el//ON\.;1;•1• AL440.1 1 ca P.E. 1-0405760 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 16.40-W FOR GLASS TYPES: 2) 7/16" LAMI. (3/18" AN - .090° SG - 3/16' AN 6) 7/8" LAMI. IG: (3/16° AN -1/4° AIR - 3/16" AN - .090" SG - 3/16" AN) PRODUCT REVISED BaIWIIgcn wtfi8laFtwWa Acceptance No 15.0FAtq` 8 7/8" LAMI. IG:3/16" T -1/4" AIR - 3/16" AN - .090" SG - 3/16' AN) ( 01.ration Date !171119 18 TABLE 8: 'SO'. SENTRY0LAS INTERLAYER BY KURARAY AMERICA, INC. + ' . i Dy P I. , ,. Mie Waken, All Anchor &otpa I a& . Mimd ads LhedatL I Cosign Presque gmgkw T Mon Rae _i4.__ 01,4,73' 261818' 20' 31.117 3P 40' BP 89' 8Y 87-77 BBOT LONG F- I s; Q ander 23' +00/130 +90.130 +000.130 *991.139 4501-130 4901.130 +901.130 4001.430 +901.130 490..130 SIDE i W 28.18118' 490/430 +00'430 +991430 4901.130 +001430 +99143) 400-130 +001430 490430 4901430 _ 05' 400430 +90430 490.129.1 +90.118.8 *00-110.7 +00400.7 .1-0.1 41.08.1 4.801 41-78.3 TI -L 87.14? 480-130 +80.130 +90.1203 +90.113.9 400408 460117.9 41-81.0 +/60.9 4.70.3 4.76.1 } 1'� LONG ,4 _ I 8H0117 I _ -�'I GO LL 77 490/130 +10.1282 +00.1187 +901.111.9 .00.106.9 +90.98.1 .1.81.3 +1701 4.13.9 I BIDE tom'- W v 78' +901430 *90.130.9 +90.117.1 490.110.2 +90.184.1 +10.932 +178 +1.72.6 FOR WINDOW ANCHOR -J 84' 490.130 460/17/.3 +80.114.9 +901407.6 +901.3 0.1 4./.119.9 4.707 1) SEE SHEETS 1.4 & 5 LOCATIONS AND QUAN IVES. r 114' +901430 +80.119.8 +90108.0 +907401.4 490186 4.73 2) TABLE DIMENSIONS MAYBE ORIENTED VERTICALLY LU (n 134' 488/13) +80.117.3 410.108.3 48099 +80.928 OR HORIZONTALLY A99HOVVN. U1 CD 145' +90.1281 +10/118.4 410-1003_ +90.98 TABLE t d hCI r Design Pomo B046r W90.44 At•o506 to a PanneAssarn0I7 T7•e ' 0 ascription: )ESIGN PRESSURES PER G ala: 'IXED CASEMENT WINDOW atlas/taodel: scala: sheet CA -740 NTS 8 OF Window Ohn•aKn'A' 0810811j under Mr 2610118' 29' 31.117 3P e5' 8r e5' 03' AncLO hor A Group AnwCoup AncorOm� A Creep Ando/ Gorp Anchor Gawp AncdorGmp No11er01011 5 A9 A9 M A.010 El A, CBD B A B 030 A B 080 A 6 0 D A B C O under 23" +791.90 +70190 *7060 .70.90 0047.4 +70/80 +70.90.6 +7047.7 +1887 +70.90 443 +1800 +70.90 +1486 443.8 +70447 +70290 4-06.7 +43.8 *70140.7 +70/486 a. '4016110 +76140 +7060 +70110 +7060 +70.60 .10140 .79/90 .797.777 .791.0 +7040 4/90.8 +70140 +704-90 4181.8 .78/01.2 +70.00 +70/90 +483 *70.773 470140 +70100 r 99' +7040 +70.00 .70.00 +70/90 +7060 +7040 .7040 +70760 +70140 +70/90 +78243 470.74.3 +7089.1 +70.74.7 +/48.0 +70188.1 +7040.1 4779.71.1 +143.7 +70183.1 +70/83.1 'Weed 8r< L MILLER L� 07-117 .7040 .7040 +71460 +70.90 +70140 +7040 *7040 +711.80 +70.90 +70/60 +70.77,4 4109.3 +301449 4493 4102.4 +7040.8+7040.8470/418 4.06.4 +189.4 +701.783 +70.703 S 72' +70180 +7049 +7040 +70/90 +7040 +7040 +7040 +70140 47060 +7040 +70.728 *70.73.1 .70413 4403 .188..8 +701.78.1 *70.781 4422 445.7 +70.731 +70.79.8 76' +7040 470290 +70.90 +7040 +70.60 +7040 +70180 .7040 +70.01 +7040 4701.78 4.0/.3 40.78 +141.8 +/424 .70/726 +70/728 84 +70140 +70/90 +70140 +70100 +70.10 +7043 47040+70/49.9 +70489 +70/89.0 +70.70.7 +183.7 +70407 0 114- +7040 .7040 +70.88 +70140 *7040 .7040 .7040 470143 +707--73 +70.73 - 134' +7040 +70.90470149 470140) +7040+70/40 +70/40 O 140 +7060 +7040 +7040 .70/80 +7040 pEp re 1) THE WINDOWS WIDTH AND HEIGHT MAY BE INVERTED. ti Ei .- o u r LL. 9I Q. Si I FIGURE ORIZONTAL FRAME ASSEMBLY TUBE } 0/,g 011 FIGURE FOR VERTICAL 1.91E ASSEMBLY TUBEFRAME 1-1 205 x i 1.111111E ASSEMBLY TUBE WINDOW ANCHOR 8 FOR LOCATIONS AND WINDOW DIMF.718ION ASSEMBLY TUBE 1 SEE SHEETS /, 4 & 6 FOR WINDOW ANCHOR LOCATIONS AND .� c0i w r o o a p n z a o 0 QUANTHTIES. SEE SHEET u WINDOW DIMENSION r QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL 3 FOR ANY ADDITIONAL . 1 ,11 ��VIWDOW ,A ADDITIONAL • • ANGORS REQUIRED • FOR THE FRAME • ASSEMBLY TUBE. • • • • • •• • 111)1110.MAX. 1 fY1'1B'OIN• �-'� • • ....„..p..... • i.""0.4AL • �• •- ANCHORS REQUIRED FOR THE FRAME ASSEMBLY 111, r �.1� /,. •T193E. `,\• ONS LINN ...!F , /, `A L-NSf ••.4' �. • 094EN$ION '8' ANCHOR (4), IF REO. • • • • -sl • • • -Li B6MEII 4091 • 'q • M), ff RE% • • • • 4\G •,• �.8 i ^• . � • ` 55105 i8 No. • • • • • • • • • • • • •• • • • • •• • • • • • • • • • ••• i• •• • ••• ••• ••• SFE SHEET 4 FOR ADDTIONAL SAMPLE CONFIGURATIONS • 'PO • S A•••., PLOH�0.•.•• '� ' SSIUNO- 1.4.111181 mein/, P.E9607041 coz. cam^ P ` ` C�; o' . P.B. ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • 1/d9,k1xte. FOR GLASS TYPES: 3) 7/16° LAMI (3/16 HS - .090° SG - 3/16 HS) 7) 7/8" LAMI IG: 3/16" AN - 1/4° AIR - 3/16" HS - .090" SG - 3/16" HS) 9) 7/8" LAMI IG: (3/16" T - 1/4"AIR - 3/16" HS - .090" SG - 3/16" HS) PRODUCT REVISED as complying mlb to Florida 0uidingcod.ptance No 5'o819•.� . n •1� 1 Dab S: -,1N X18 TABLE 10: 'SOS SENTRYOLASSINTERLAYFR BY KURARAY AMERICA, INC. Ey LL!. , , :e,,,, ••. Design Pteasua Wado°a, AFI Anchor Gems M�mI �.::-. I 1 (peg 1- r 1 I Shat Side J I# war 20 264910' 29• 31•U7 36• 40' 84• 04' 03 87-U7 SHORT LONG F et 4Q under 27 +006430 s +00/.130 +00430 +001.130 +001430 +00430 +601-130 4401.130 440.1311 4011.130 91DE E LU 2518114' +00!•130 +20'430 +56'-130 +1d-130 +501.130 490430 +9W-730 +001430 +949130 +911-130 J- N 83' +90430 +00/.730 4901-130 +906130 +90/-130 +906130 +401430 +00-130 480/.133 +80.130 671? +90130 +00430 +9130 +90.130 +90.730 +907.130 +90/-130 490-130 +301.130 +90430 f 4.,.. 8 1.... N IL 2 77 +011-190 +90/.130 406130 +906130 +90130 +90-130 +906430 +006130 +906130 1 8GLONG II! 2 g 3 78' 400.130 450-130 +90/.730 +90/-130 4901.130 40-130 +901.740 40.130 1) SEE SHEETS 1, 4 & 5 FOR WINDOW ANCHOR 1 F ..J ti itt' +90136 +901490 +90-730 +93H30 40!•130 +90+•130 46-130 LOCATIONS AND QUANTITIES. 1 Z 114• 406130 40.130 +06'-130 406130 40-130 406130 *TABLE DIMENSIONS MAY BE ORIENTED VERTICALLY DIMENSIONS Ca% .g 134• +881.130 +00�-130 4m -too +9667se 420/•tao OR HORIZONTALLY AS SHOWN. Z - 8 146' 490-11 40433 40130 +20.130 TABLE 11: 6,U O cn CISI r Design Peas= (1401• Winton Attached to a FamaAeeeabiy Tawe 01 Z Description: DESIGN PRESSURES PER 1 etre: FIXED CASEMENT WINDOVI LL -O Winks bmoubim'A• revised i Date: L MILLER I 5/15115 N O tele37 2548118' 20 30.11! 34' 40 84• 8v 83' Ansha Stoup /000r Group Anchor Mow ArokerGroup Arc= Grew 408401 Group Awns Group AnohsfRam Meat Gawp O An A0 A9 A050 B A,CBD B A B 0813 A 9 080 A B C D A B 0 0 u CO under u +7090 +70190 +70690 +70. 0 +701$!.4 470-00 470.80.8 +707-57.7 4!887 +701.90 086 0.60.9 4701-00 +5.69.6 +7496 +7044.7 +70.00 +5367 043.4+70140.7 +707-09.8 A 0 251018' +7080 +70680 +70183 +70-90 +70.50 +70180 +70190 470141.7 +70-00 +70.90 +101647000 +701.90 45316 +70.816 +70 -00 470 90 +149.3 +70.77.3 +7080 070.00 Porn By: J ROSOWSKI I0 97 +701-00 +70690 +70.1 +7080 +70.90 +70.90 4701.90 +70-00 +701.90 +7081 +7040 +7090 +701-90 +7049 +781-80 +70-911 +7080 +1780 +70876 4701-00 +701-03 87417 +701-0 478190 +7081 +70690 470.1 +7000 +75690 +7040 +7080 470.90 +710 +701-90 +701410 +70590 +701.50 4701-00 +7080 +7080 +7039.1 +7080 +7080 72' +70040 4747.90 +7040 +70190 +70.1 +7041 +70-1 +70140 +7040 +7040 47080 +10690 +701.1 47090 +70.90 +70.1 +7040 +7040 +7040 +7040 +70-03 74' +7090 +7461 +70.1 +70!40 +7041 +70-00 +70.1 00/1 +70.1 +70590 +7040 +7080 +707.90 +76,40 +7040 +7040 +70-1 94• +70-00 +70.1 +7040 +70.1 +7040 +7040 +7040 +70.90 +70-00 +7061 +70410 +7090 +70143 0 114' +70-03 +70-011 +•161 +7040 +70!41 +70.1 +70.1 +70-1 47090 +70-00 V 196• +7040 +7040 +74-1 +7040+70/430 +7040 +701.1 145' 470.1 +7040 470.90 +7043 +70.1 1) THE WINDOWS WIDTH AND NEWT MAYBE INVERTED. Y Y - - ")m mi6 DN P A 4 N N FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE FIGURE FOR HORIZONTAL FRAME ASSEMBLY TUBE W J O • m, 10' FRAME Y SEE SHEETS 1,486 FOR ANCHOR WINAi LOCATIONS AND •g• DIMENSIONTUBE FRAME ASSEMBLY TIME FOR WINDOW ANCHOR LOCATIONS AND xv°4u ~ 0 • 0 n z 0 o DOW ~rc .-7- �� 10• MAX QUANTITIES. SEE SHEET o +4 WINDOW D84EN800N QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL • 6 • �• • • 3 FOR ANY ADDITIO7IAL ANCHORS REQUIRED 7 ,1 1 • -f ;� REQUIREDANCHORS • • • • 4DD • FOR THE FRAME 71 } 11 `�� \,'(N.. 1. , ill (FR' WINDOW ADDITIONAL WMEN8ION ANG -KM •g• (q�PI�O. • • •• • • • • •-�IfidERS�011� ••• • A• • !1)•IFREM • • •• ASSEMBLY TUBE. `• Orl ........ ` �2;••:,GENSS •., +t , : V: {1: KO. 66705 • ••• •• r•• • • • • • • • • • • • •• • • • • • • • • • ••• • •• ••• ••• • ••• ••• SEE SHEET 4 FORAODROONAL SAMPLE CONFIGURATIONS .\ `ro •. ^% %�Q ... • FTA ,°A• '• •, LOR '//S),IONF�,\t�` A i10NNMI 1-6899705 I� 6O 1pA,•' ,'C10.\� 1S. Lug -a, (y 7- P.E ••• • • • • ••• • • • • • • • • 0 • • • • ••• • • • • • • • • • • • • • • •• •0 • 0 • •• •• ••• • • • ••• • • n Dego Ramo (pal) fur 8hge Waders, A9 AND: Qagf Wed Ede under sr 75-1618' 2/-814' 33117 32 44' 48114' 83119' 138" 82 miff 23' +881.70 +60'-70 +90/-70 +41.70 +96-70 +901.10 480140 4801.70 +90470 +62-70 28.1618' +901-70 +80.70 +41.70 +881.70 44/-70 +80/70 +86.70 480.70 +60.10 +801470 sr +4410 +41-70 486.70 +96-70 +46.70 4611.70 +41.70 490.10 48640 +86.70 Ag 44' +90140 +41.70 +4670 +6870 486-70 +80.70 +80-70 +807.70 +60140.8 +4062.0 al 48114' +80.70 +4670 +60.70 +00.70 44670 +80.70 486.70 +80.70 44764.0 +86.70 83176' +8070 +4670 +86.70 +4470 .8040 +60.70 480770 +8014.3 +663.8 +47.70 9 88' +8070 486.70 +8070 +86.70 480.8 +664.0 +8864.9 +48.70 44470 44670 82 +41-70 +0.70 +80.8 +468 480670 4448.9 460.70 +06.70 +47.70 406.70 76 +8070 +90.70 +4470 +41-80.0 0.87 +6870 44870 +86.8 +488 +48.70 84' +4470 +448 44470 +7-9.9 +864399 +4661.9 +0010.6 +4662.9 4440 +46470 FOR GLASS TYPES: 4) 7/8" LAMI. IG:(1/8" AN - 7/18" AIR - 1/8" AN - .090" PVB - 1/8" AN) 'PNB'= BUTACTTE°4'VB INTERLAYER BY KURARAY AMERICA, INC. L SHORT BIDE T -- SIDE )SEE SHEETS 1,4&5FOR LOCATIONS AND QUANTITIES. 2) TABLE DIMENSIONS MAY BE OR HORIZONTALLY AS SHOWN 1 LONG SIDE aeon (� SEE f_ WINDOW ANCHOR ORIENTED VERTICALLY II •,".. ••,. D8Nplpmasua(Psnfor WadoosAttached le a Frame Assent* 1766 WoOrivr DimenskoNV, under P2 281602 97414 33417 32 44' 481/4' 83110' 48' 83' Mahar Group Arohor Group Anchor Gawp Arotm Group AroMr Group Aroh18 Group MOM707377 A1101101 Qo. Aad or (roup Moho Group A4 A6 All A9 Al A.C&D 8 A 0 069 A B C&9 A B 0&D A B 0&0 1 =tern. +80.70 +90.70 WOO 480.70 +37740 4440 +8044.0 +468 ' 47441 +4770 +6666.1 4741.8 400.70 +4149 +047.4 +41-8 _, +4897 41 48.8 +47-70 2818119' +06.70 400470 486.70 +86.70 44670 +4170 406.8 +86.84.4 +468 44870 +4809 +96.70 +0640 +663.8 +47.70 +9068 0.49.3 486-8 44170 37' +06.70 406-70 +06.70 +48.70 44470 44670 +4670 +46.70 +00670 +9670 +86.70 +0670 +06.70 460.70 +06.70 +47.70 406.70 480147.8 406-70 4' 460-8 +807.70 +86.70 +6870 44870 +86.8 +488 +48.70 +8070 +4670 48670 O01-87.7 44170 +864399 +4661.9 +0010.6 +4662.9 4440 +46470 45114' 446.70 +46.70 +4870 446.70 44670 +601-70 448.70 +66.70 444979 +46.70 +8470 46641.7 +6670 +86641 +480.4 +46-84.9 113702 +06.8 +46.70 +6670 +488 446.70 486.70 446.70 +4470 +4670 +4870 +4869.3 +4847.4 +064.3 82 +86.8 447.70 +06-10 440.8 406.70 +0668.4 +464.9 +4144.9 +0640.9 +0644.0 63' +448 +46.70 +86.70 466.70 +86.70 +47429 +4849.0 70' +4670 +86.14 +4870 +06409 +167 94' +4670 +66.70 +46.70 446&6 THE WMDOW's WIDTH AND HEIGHT MAYBE INVERTED. FIGURE FOR VERTICAL FRAME ASSEMBLY TUBE 10` MAX. WINDOW DIMENSION 'A' FRAME ASSEMBLY 7170E '--►{DItd WINEN10NDOIs ADDITIONAL �- ANCHOR B (4). IF REO. SEE SHEET 4 FOR ADDITIONAL SAMPLE CONFIGURATIONS SEE SHEETS 1,4&8 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED • FOR THE FRAME • ASSEMBLY TUBE. • • •• • • • • • • •• • •• FIGURE 7010 HORIZONTAI. 71048.161 ASSEMELYTUBE 0•• '• • • • • • •• • • • :I WINDOW • • r•• •• '"• ••• • • • •• • •• ••• • • •• • • • • • • • • • • • • • • • • • • • • • • • • • • ••• • SEE SHEETS 1, 4 & 6 FOR WINDOW ANCHOR LOCATIONS AND QUANTITIES. SEE SHEET 3 FOR ANY ADDITIONAL ANCHORS REQUIRED FOR THE FRAME ASSEMBLY TUBE. PRODUCT REVISED es complying with the Florida BuUdh.g Code I�0 )9• T,5 Acceptance No B ,t„ 111R'103 as 10 cc N No. 58705 -P:C�•"iAiCOF RIS• ••• • • • • • • • • • • • • • •• •• • • ••• • • • ••• • • • • • • • • ••• • • • • • • •• • ASSEMBLY DETAILS INTERIOR TABLE It AS REQUIRED PER TABLE 3, SHEET 4 Item Dw0.# Description Mat 1 7006 Main Frame Head, S111 & Jambs 60E1348 Adan. 2 7071 Anchor Plate 6083 -TB Adan. 3 7007 Installation Hole Cover 6083.76 Adan. 4 7010 Frame Comer Key Steal 6 7078 Franco Gasket Vinyl Foam 10 7055 Fixed Frame Hole Plug PVC 31 DuraSeal Spacer 32 1713 Setting Block 5/32° x 3/26• x 1-1/4° EPDM 33 1714 Setting Block 5/32° x 1-7/16" x 1.1/4° EPDM 35 7036 Bead 8083 -TB Adan. 36 7042 BeadC 60834BAk,n. 37 7059 Read 6063-T8 Alum. 38 1224 Vinyl Bulb 1Vstp (Thldt) • • • • • Rex PNC 70. 39 1225 Vinyl Bulb Wstp(Thin) : iTelPNC10 50 Dow 899Mon Badchadding • •s • • • 70 134 Add-on Flartge• • • • s liAlit^• 71 7004 Casement Frame Assy Tube 6083.76 Alcan. 86 #$x1-1j2°Quad PnSMSStainless Steel Malibu Steal 90 #12x 1° Ph. Pn. TR Stainless Steel • • • • • • • • • •• • • •• •• • • • •• • • • • • • • • • • • 1 FRAME HEAD, SILL & JAMB 47006, 6063-T6 Tir--1183T."°' T1I' � JI�441• .095' .126• .093• 71 FRAME ASSEMBLY TUBE 47004, 6063-T6 OINST. HOLE COVER ()ANCHOR PLATE 47007, 6083-T8 #7071, 6063-T6 .080" 70 ADDON FLANGE 4134, 6063-T8 .708• 711740., .0250' 1 888' Ler I 1-- .66r BEAD C 37 BEAD D 42, 6083 -TB #7058, 6083-T8 . BEAD B 47036,6083-T6 • •..!‘(1,‘IIltti/t, • • ••.`gtA�Ny • LYNN bji•7� • •1 .•• V\CENSF••..F� • z• ,P•'• i ah; No.53705 ��— .670' E.. .050. • • • 1� QNAi.. C`,�`� AimP.E Resisted By Dote: Revision e: PRODUCT REVISED as complying with the Florida Building Code Date715,1W/ Produgl •1115:111, Revised ay: Dote: Revision A. LM 5/15/15 NO CHANGE TES SHEET 15 la 1070 TECHNOLOGY DRIVE N. VENICE, FL 34275 P.O. BOX 1529 NOKOMIS, FL 34274 Deoriytion: Drown By BOM AND EXTRUSIONS J ROSOWSKI CERT. OF AUTH. #29296 rale: Dote: FIXED CASEMENT WINDOW DETAILS - LM 08/08/12 Ssrles/Modeh. Sante: Sleet: Drawing No. Res: CA -740 NTS 11 OF 11 MD-CA740F-LM A ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • W/vv) Q) DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) PGT Industries 1070 Technology Drive North Venice, FL 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami -Dade County) and/or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone-- DESCRIPTION: one-DESCRIPTION: Series "HR -710" Aluminum Horizontal Rolling Window - L.M.I. APPROVAL DOCUMENT: Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 through 11 of 11, dated 02/28/06, with revision F dated 05/14/15, prepared by manufactifret,Vgned and sealed by Anthony Lynn Miller, P.E., bearing the Miami -Dade County Product' Con sol Revitfo''f stamp with the Notice of Acceptance number and expiration date by the Miami -Dade •(=c rty Pro4iht•Cont of Section. MIA I-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.miamidade.aov/economy . • MISSILE IMPACT RATING: Large and Small Missile Impact Resistant. •••••• • •• •• • • LABELING: Each unit shall bear a permanent label with the manufacturer's nom; oar logo; ciDe; state, • . model/series, and following statement: "Miami -Dade County Product Control Apprp er, unlet ppberwise noted herein. • .'• • RENEWAL of this NOA shall be considered after a renewal application has beezf filed /Ind thtgq 14t been. no change in the applicable building code negatively affecting the performance of tlksproduct. '• TERMINATION of this NOA will occur after the expiration date or if there has been a revisiips *lenge in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically tenninate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and. followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA# 11-1114.04 and consists this ge 1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manu Per NOA No. 15-0519.09 Expiration Date: December 21, 2021 Approval Date:. July 09 2015 Page 1 • .• • • PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No. 07-0815.09 and 06-0405.06) 2. Drawing No. 4127-10, titled "Alum. Horizontal Roller Window, Impact", sheets 1 " through 11 of 11, dated 02/28/06, with revision F dated 05/14/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. B. TESTS 1. Test reports on: 1) Large Missile Impact Test per FBC, TAS 201-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked up drawings and installation diagram of an XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5330, dated 07/18/07, signed and sealed by Carlos S. Rionda, P.E. (Submitted under NOA No. 07-0815.09) 2. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 ..4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.32.1, TAS 202-94 • • • • along with marked -up drawings and installation diagram of an ICOX'aluminfiM •• horizontal sliding window, prepared by Fenestration Testing Lab ciry, Its ,T t • • Report No. FTL-4858, dated 03/08/06, signed and sealed by Endo Largaespada, . • P.E.•• .. •. •(Submitted under NOA No.06-040106) •• • • • • • • . 3. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 •••••• : • ; ; ; • 2) Uniform Static Air Pressure Test, Loading ppr•U:11F TAS 202-94 . • 3) Water Resistance Test, per FBC, TAS 202-94 • ..4) Large Missile Impact Test per FBC, TAS 2(1-9c)•. • 5) Cyclic Wind Pressure Loading per FBC, TASK 203.94 •; • • • • •• • 6) Forced Entry Test, per FBC 2411.3.2.1, TAS 202-94 along with marked -up drawings and installation diagram of an XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4859, dated 03/08/06, signed and sealed by Edmundo Largaespada, P.E. (Submitted under NDA No. 06-0405.06) • E-1 Manuel P $ P.E. Product Control miner NOA No. 15-0519.09 Expiration Date: December 21, 2021 Approval Date: July 09 2015 PGT Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-5th Edition (2014), dated 05/14/15, prepared by manufacturer, signed and sealed by Anthony Lynn Miller, P.E. 2. Glazing complies with ASTM E1300-09 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 14-0423.17 issued to Eastman Chemical Company (MA) for their "Saflex Clear and Color Glass Interlayers" dated 06/19/14, expiring on 05/21/16. 2. Notice of Acceptance No. 14-0916.10 issued to Kuraray America, Inc. for their "Kuraray Butacite® PVB Glass Interlayer" dated 04/25/15, expiring on 12/11/16. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-5f° Edition (2014), dated May 16, 2015, issued by manufacturer, signed and sealed by A. Lynn Miller, P.E. 2. Statement letter of no financial interest, dated May 16, 2015, issued by m tafaccturer, signed and sealed by A. Lynn Miller, P.E. •• . •. •••• 3. Laboratory compliance letter for Test Report No. FTL-5330, is§j•by Fene; ti+agon Testing Laboratory, Inc., dated 07/18/07, signed and sealed by Casas.S. Rionda, P.E. •. (Submitted under NOA No. 07-0815.09) • • • • .. . • 4. Laboratory compliance letter for Test Reports No.. FTL-4858 aYd ¶TL -4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/06, Ansa and .sealed by Edmundo Largaespada, P.E. (Submitted under NOA No. 06-0905.06) • • • • • • • • • • •• • • . • G. OTHERS • • • • •• •• •• •.• 1. Notice of Acceptance No. 11-1114.04, issued to PGT Industries for their Series "HR -710" Aluminum Horizontal Sliding Window - L.M.I., approved on 02/16/12 and expiring on 12/21/16. E-2 )ccaci4 Pg�� P.E. Product Controlminer NOA No. 15-0519.09 Expiration Date: December 21, 2021 Approval Date: July 09 2015 GENERAL NOTES: IMPACT HORIZONTAL ROLLER FLANGED AND INTEGRAL FIN WINDOW 1. GLAZING OPTIONS: (SEE DETAILS ON SHEET 2). FOR INSTALLATION ABOVE 30 FT, GLASS TYPES 0 THRU L MUST HAVE A TEMPERED GLASS CAP. A. 5/18" LAMI CONSISTING OF (2) UTES OF 1/8° ANNEALED GLASS WITH A .090"'PVB' INTERLAYER. B. 5M8 LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) UTE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090' "PVB" INTERLAYER. C. 5/18° LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH A .090"'PVB" INTERLAYER. D. 7/18" LAMI CONSISTING OF (2) LITES OF 3/18' ANNEALED GLASS WITH A .090' "PVB" INTERLAYER. E. 7118' LAMI CONSISTING OF (1) LITE OF 3/18' ANNEALED GLASS AND (1) LITE OF 3118 HEAT STRENGTHENED GLASS WITH A .090" "PVB" INTERLAYER. F. 7118" LAMI CONSISTING OF (2) UTES OF 3/18° HEAT STRENGTHENED GLASS WITH A .090" "NB" INTERLAYER. G. 13/18" LAMI 1G: (1) LITE OF 1/8" OR 3/18" ANNEALED (MIN.) GLASS, 6/18" OR 318" AIR SPACE AND 8/18' LAMI CONSISTING OF (2) UTES OF 1/8" ANNEALED GLASS WITH A .090" "PVB' INTERLAYER. H. 13118" LAMI IG: (1) UTE OF 1/8" OR 3/18" ANNEALED (MIN.) GLASS, 5/18" OR 3/8' AIR SPACE AND 5118' LAMI CONSISTING OF (1) LITE OF 1/8' ANNEALED GLASS AND (1) LITE OF 1/8' HEAT STRENGTHENED GLASS WITH A .090° °PVS" INTERLAYER. I.13/18° LAMI 10: (1) LITE OF 1/8" OR 3/18" ANNEALED (MIN.) GLASS, 5116" OR 3/8" AIR SPACE AND 5/18' LAMA CONSISTING OF (2) LITES OF 1/8° HEAT STRENGTHENED GLASS WITH A.090" "PVB' INTERLAYER. 1.13/18' LAMI 10: (1) LITE OF 1/8" OR 3(18" ANNEALED (MIN.) GLASS. 3/16 OR 1/4' AIR SPACE AND 7/18' LAMI CONSISTING OF (2) UTES OF 3/18" ANNEALED GLASS WITH A .090°'PVB" INTERLAYER. K.13118 LAMI 10: (1) LITE OF 1/8' OR 3/18 ANNEALED (MIN.) GLASS, 3/18 OR 1/4° AIR SPACE AND 718 LAMI CONSISTING OF (1) LITE OF 3/18 ANNEALED GLASS AND (1) LITE OF 3/18" HEAT STRENGTHENED GLASS WITH A .090' "PVB' INTERLAYER. L.13118° LAMI 10: (1) LITE OF 1/8° OR 3/16" ANNEALED (MIN.) GLASS, 3118 OR 1/4" AIR SPACE AND 7118 LAMI CONSISTING OF (2) LITES OF 3/16' HEAT STRENGTHENED GLASS WITH A .090''PVS" INTERLAYER. 2. CONFIGURATIONS: Q XO, XOX 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) QA. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. SEE SHEETS 8 THROUGH 11 FOR ANCHORAGE DETAILS. 6. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7. REFERENCES: TEST REPORTS FTL-0858, FTL-4859 AND FTL-5330. ELCO TEXTRON NOA'S ANSI/AF&PA NDS FOR WOOD CONSTRUCTION ALUMINUM DESIGN MANUAL A 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WNTH 1114E4REQUIREMEWITS TIS FLQF§DA BUILDING CODE, INCLUDING THE HIGH VELOCITY &HUFRiICANE ZONE (HVHZ). •• • • • • • • • • • • • 9. FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES GM- L SHL MAY•fc A iraka-71G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. •• ••• •• • • • •• JL FA • ••• • • bTH1floN 4 EAFEE UPDATE • • 1 FBC?/O CODE CHANGE • •• ADDED 10 GAP TO BE TEMPERED Eli 4.3OFTNOTE 8/73700 •• ••• • • • • • • cO Naoor •RwE •M1ve41E.II.34276 • • P.O. BQX 1629 NOKOMIS, FL 34274 KURARAY BUTACITE`9 PVB INTERLAYER or SAFLEX PVB INTERLAYER BY EASTMAN CHEMICAL COMPANY NOA DRAWING MAP SHEET GENERAL NOTES 1 GLAZING DETAILS 2 DESIGN PRESSURES 3 ELEVATIONS..... 4 VERT. SECTIONS 5 HORIZ. SECTIONS 5 PARTS LIST 6 EXTRUSIONS....... 7 CORNER DETAIL. 6 ANCHORAGE.. 8-11 in• • Vbibb Buoy. GENERAL NOTES ALUM. HORIZONTAL ROLLER WINDOW, IMPACT 0.1.1,•1 FR7r0 NTS �1 a 11 4127-10 F ,itti �0 14YNN,Ar!(.c�i/moi *: No. 58705 ta ATE F : • ...,:`: o; •.. F�oa1oP•'�Ca�. -,..,,,,,e...(.•.... ��`!�`SS�IONAL�� 0. LI AIL hili .E. P.E.• 68709 • • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • • • • •• •• MIN. 3.4 K81 CONCRETE Ix WOOD BUCK, NOTE 3 13/4" MIN. E.D. TYP. 1' MIN. EDGE :•••:: NOTE1 1/4" MAX SHIM 2x WOOD BUCK, NOTE 3 1 318° MIN. CONCRETE WOOD ANCHOR, ANCHOR, NOTE 1 DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 1 /4" MAX SHIM WOOD ANCHOR, NOTE2 13/8" "MIN. EDGE 1/4" MAX. SHIM I CONCRETE ANCHOR. NOTE 1 1/4" MAX SHIM 1 1/4" MIN. (1.5 KSI CMU) •'• •• OR .• ' ' PER NOTE 1 ' ' (3.4 KSI CONCRETE) NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 1/4" ELCO TAPCONS EMBEDED 1 3/8° MIN. OR 1/4" S84 CRETE -FLEX EMBEDED 1 3/4" MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1 3/4'. FLATHEAD ANCHORS MUST BE 1112 TRIMFIT HEAD. 2 FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE 812 STEEL SCREWS (05) OR 1/4" SS4 CRETE -FLEX WITH #12 TRIMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS Ix ARE BUCKS WHOSE TOTAL THICKNESS IS LESS A THAN 1 1/2". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE 1 1/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM: THE MATERIAL SHALL BE A MINIMUM STRENGTH OF 8083-T5 AND A MINIMUM OF 1/8" THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. B. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. 2x WOOD BUCK, NOTE 3 1x WOOD BUCK, NOTE 3 CONCRETE ANCHOR, NOTE 1 DETAIL E DETAIL F TYPICAL FLANGE FRAME JAMB SECTIONS 1 3/4" MIN. E.D EXTERIOR INTERIOR (HEA B SILL DETAILS A, B, C, D, 8 H) INTERIOR (JAMB DETAILS E, F & I) EXTERIOR WOOD ANCHOR, NOTE 2 1/4" 1 1/4" `MAX. MAX SHIM 11 SHIM NOTE 1ft13/8�MIN. 1 3/4" MIN. • • 17. ".• I ED. TYP. '' • MIN, 3.4 KSI • ')^@j�E• CONCRETE 2x DETAIL C BUCK. - DETAIL D• • • • • • NOTE 3 V SEE NAILING 2-1/2" MIN. EMBEDMENT DETAIL H (HEAD) MIUNG .131 DIA. MIN. x 2112" NAIL AT CORNERS AND 5" O.C. TYPICAL DETAILS G, H 8 I. SEE NAILING • • •• • • • • • ••• • Rend LdL Rend 00 nut bV14'16 10117711 TYPICAL FLANGE FRAME SILL SECTON=• wKme E CORRECT OPummIAL BUGKNO7E To 6JCLu cMIJ • • NO CHANGETH18 SHEET B1 J,RFJG WW1 228/08 17� xw4•s D NO CHANGE THIS SHEET • •• •• • • J.J. 9/23/06 • 2-112" IAN. EMBED f - •• • •• Sor• aRoov 34275 • 0 P.O. Expc 1629 1404C0418, FL 94474 • • • • VTobly MIN. EDGE 2-1/2" MIN. 5/8' MIN. EDGE 5/8" MIN. PRODUCT REVISED as compIY5t8 with d• FJwtda Building Code Acccplan,oNoll-0= 1- 'Won Data •7. 1 133, Dade Product 3,3“1 1 N l t o ,4 SEE NAILING •��`N.1 LYNN q/j� ,�ii�� DETAIL G (SILL) DETAIL I (JAMB) - No. 08705 •' '` ' TYPICAL INTEGRAL FIN FRAME SECTIONS o- '. a Q r %2IS •Ute t> � ' STATE s;• �'�lO��N1��ALVt�.�Er,.. Data A L71 I MIl P.E. P.EA 66705 ANCHORAGE DETAILS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT HR710 Hall •71 d 11 •04•1b 4127-10 F • • • ••• • • • • • • • • •• • • • • • • • • • • • • • • • • • • • • ••• •• •• • • 0 •• •• • • ••• • • 1/2" NOM. GLASS BITE 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 090 PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5/16" NOM. 5/18" LAMINATED GLASS 4 3/16" ANNEALED OR HEAT STRENGTHENED GLASS 080 PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/16• LAMINATED KURARAY BUTACITE• PVBINTERLAYER 0 or SAFLEX PVB INTERLAYER BY EASTMAN CHEMICAL COMPANY a EXTERIOR INTERIOR (ALL SECTIONS) 7/18" LAMINATED GLASS 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 080 PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 6/16" LAMINATED 5/16" OR 3/8" /NR SPACE � 1/8" OR 3118" ANNEALED QR IF44gEFWD OLASI�a • • • 13/18" NOM. • • • • • • • 13/16" LAMI IG GLASS W/ 5/16" LAMI • • • • ' • •• ••• •• • • • •• (72,73,74,75,7837) 3/16" ANNEALED OR HEAT STRENGTHENED GLASS —090 PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/16" LAMINATED 3/16" OR 1/4" AIR SPACE 1/8' or 3/18" ANNEALED OR TEMPERED GLASS QD 13116" NOM. 1.3116" LAMI IG GLASS WI 7/16" LAMI AMR INSTALLATION IN THE HVHZABOVE 30 FT, GLASS -IVES • • • • • • •` maw DOER/AYER MANUFACTURE/I. .! • • • • •• • ' ' ' Ti • • ••1WSrE IOLOG RNE ..• • •• •• AtVEAtcfAL 34275 • • P.O. SQX 1628 • *moor NOKOMIS, FL 5,274 LOA 00010 F. 6/14116 utmt •da Siwfl 2128/08 PaStar F Rwimet Rwiten 0 O rd"d6,s J.d NOCHANGE TI88SHEET ADDED 10 OAP 708ETWINNED fp +89F7 NOTE. 3/23/08 g •I•SHALL tike 14841PERED la. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY TO REMAIN UNCHANGED. NtflblT BCrap` GLAZING DETAILS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT 000000 dale 00E 00060, HR7f9 Full 2 s 11 4127-10 Rec F PRODUCT REVISED es complying with ao Florida uilding Cade BAnamtaoca Na 1 ` d rid'LOZ Date By M'• `` 11u111rr,r,A' 0 LYNN 4,k /,,� Yr' no. 58705 E r•S KTATk�J: P LVN.NE.O 6M nu1 P8706P.E • • • • • • • • • • • • • • •• •• ••• • • • • • • ••• • • • • • ••• • • • • • • • • • • • • • •• •• ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • TABLE 1. XOX (114,112,114) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS WI SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 28" 38" 38 3/8" 48" W 5/8" 64" 80" 63" 84" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -80.0 +80.0 -80.0 +60.0 .60.0 +80.0 50.0 +60.0 -60.0 +60.0 -80.0 86" A,B,G,H +80.0 -60.0 +60.0 -60.0 +80.0 50.0 +60.0 50.0 +80.0 -60.0 +80.0 -60.0 +58.8 -58.8 +66.2 -56.2 Q 108 3/8" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -80.0 +60.0 40.0 +60.0 -60.0 +80.0 -60.0 +65.2 -55.2 +52.3 -52.3 FOR INSTALLATION IN THE HVHZ ABOVE 30 108" A,B,G,H +80.0 50.0 +60.0 -60.0 +60.0 50.0 +80.0 40.0 +60.0 -60.0 +60,0 -60.0 +54.6 -54.6 +51.7 -51.7 LFT GSHALLHLASSAVE A TYPES G - 111" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 50.0 +80.0 -60.0 +60.0 50.0 +69.5 -59.6 +63.6 -63.6 +50.9 50.9 TEMPERED I.G. GLASS UP TO 111" C,I +60.0 -60.0 CAP. BOTH AND ANCHOR THE DP UP TO 111" D,E,F, J,K,L +76.0 -75.0 QUANTITY REMAIN UNCHANGED. XOX (113,1/3,113) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS W/SAME DLO ARE 1" TABLE SMALLER) 2. WINDOW GLASS WINDOW HEIGHT WIDTH TYPE ALL HEIGHTS UP TO 83" TO 88 7/18" O,11�1 +60.0 -60.0 10 867118" D,E,F, J,K,L +75.0 -75.0 ' og AND XO FLANGE OR INTEGRAL FIN WINDOWS (FLAN r. 0HOWN. FIN WIIP W/ SAME DLO TABLE 3. ARE 1" SMALLER) WINDOW GLASS- INDOW IfEIGH WIDTH TYPE 28" 38" 38 3/8" 48" 50 8/8" 54" GO" 83" 80" A,B,G,H +75.0 -75.0 +75.0 -76.0 +75.0 76.0 +75.0 -75.0 +76.0 -75.0 +75.0 -76.0 +75.0 -75.0 +75.0 -75.0 88" A,B,G,H +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 75.0 +75.0 -75.0 +75.0 -75.0 +74.2 -74.2 +70.2 -70.2 72" A,B,G,H +76.0 -75.0 +78.0 -75.0 +76.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0' -75.0 +69.6 -69.6 +652 55.2 P.Ryl mealy Flmide 74" A,B,G,H +75.0 -75.0 +76.0 -75.0 +76.0 -75.0 +75.0 , -75.0 +75.0 -75.0 +75.0 -75.0 +68.1 -68.1 +63.8 -83.8 1 -05 -.pct UP TO 74" C,DE' ' F, I,J,K, Lwen +75.0 -75.0 :.,,rnu,J a II,T ' ?.1721 By /� P GLASS TYPES: TEST REPORT FTL-4858 (XOX), FTL.4869 (OX & XO) AND FTL5330 Jj�iii A. 5/18" LAMI - (1/8" A, .090,1/8" A) B. 5/16" LAMI - (1/8" A, HS) G. 13/16" LAMI 10-1/8" OR 3116"A (MIN.), 5/16" OR 3/8" AIR SPACE, 5/16" LAMI H. 13/16" LAMI 10-1/8" OR 3441A i.), V1k - (1/8"A, .090,1/8"A) .090,1/8" C. 8/16" LAMI - (118" HS, .090,1/8" HS) D. 7/16" LAMI - (3/16" A, .090, 3/18' A) E. 7/16" LAMI - (3/16" A, .090, 3/16" HS) F. 7/16" LAMI - (3/16" HS, .090, 3/16" HS) cal W6':A1Q SPACE, 5/16" LAMI I. 13/16" LAMI IG -1/8" OR 3.18"A 0A04),6/1d" CSR Z18":Ad SPACE, 5/18" LAMI J. 13/16" LAMI 10-1/8" OR 3011 A (MINI), 3/49" Oli7/4".BPi�CEp7'/16" LAMI - K. 13/16" LAMI 10-1/8" OR 3/16"A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - L 13116" LAMI 10-1/8" 0R"3/167001N.), 3/1¢" OR 1/4" SPACE, 7/16" LAMI- - (1/8"A, .090,1/8"HS) - (1/8"18, .090,1/8'11S) (3/16"A, .090, 3/16"A) (3/16"A, .090, 3/16118) (3/181HS, .090, 3116"HS) 0\ c, «. «„I1 ``,��00 LYNN M/ez//ii• :� ��. , •�.�rNSF •' •.F� ': 50705 `.. *1 No. • - Rosidep LK Mane F ` NO CHANCE Alts SHEET • • • • •47E51�N y�--:?-)\.. PRESSURES 7--� 18" d 15 �: /Q '.• r• moi, a.•eer Mr Web* 1o1o7Ec,p ,LoorywvE % STA L J.J. 1517/1 E NOCHANGE fl�SHEET N.VENIC4,FL3 • 7 .,�,h•••,.FLORID?.•'• .. J.R. a n1 ei=• '°DD ADDEDICC4ProeET DG+3OFTNOTE F•d!ewc1s� HORIZONTAL ROLLER NQWN, IMPACT ',:,6;9/6.-.1.0-,;,' Om•Op FR esir amebic* J.J. OMs 3/18�A9 NOKCMIS. FL 34274 HEM NTS 3 " 11 4127-10 F r:� ••• • • • • • • • • • •• • ••• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • B 27 3/6" MAX. DLO VENT 64 5/16' MAX. DLO FIXED 8 room LAE ,me" 67 DL F LI 110" MAX. WIDTH I.F. FRAME 111' MAX. WIDTH FLANGE FRAME -1 DETAIL B - XOX (1/4-1/2-1M) DLO FDO=D ;71 Mx IKED tTWDLO VENT :. 1----- AX. MIL TES O ti / X — '1• } 66' �• DLO I VENTS ALL 87' I.F. FRUAE ALL CONFIG. •• FLAN FRU ALI CONF MAX. ••• • • • • • C MAX. • • • 11'..... 73' WIDTH I.F. FRAME — 74° MAX. WIDTH FLANGE FRAME ` •• ••• • are &14'8 DETAIL A - OX OR XO • ••• 85 7116' MAX. WIDTH I.F. FRAME —� 7/16" MAX WIDTH FLANGE FRAME DETAIL C - XOX (1/3-1/3-113) NOTE: 1. SEE SHEET 6 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. 3E IE IG. • • • • • • • SEALANT OR GASKET AT HEAD AND SILL •• • • • • • •• •• ••• VIEW D -D (FRAME CORNER CONSTRUCTION) PRODUCT REVISED as complying with the F&utida Building Code N Expiation o iat Dale 10H7111 I E N0 6/1411/26 TSST NO CHANGE INN BHEhT owe"Damn5r. X11 Dols 2128108 I1 0 OAsntieB,: AY1CHANGE MR88 EET yam • • • 1070 TE OQ • fiRIVE• N.VENIQE, Fl.36216 P.a. KC( 182 NOKOMIS, FL 34274 • • 13.7 •ELEATIONS «WM 14ORIZONTAL ROLLER WINDOW, IMPACT Visibly Bettor IRR710 Watit NTS 4 r11 •tls o98 4127-10 F \,0 wri LYNN Mq ••'UGEN58�FQ * No. 58705 �(j STATE OF f`:-:. ilc36416113.11162. P.EO 58705 ••• • • • • ••• • • • • • • • • • •• •• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • INTERIOR 4 — MAX. FIXED DLO MAX. WIDTH (FLANGE FRAME) EXTERIOR SECTION B -B (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) MAX. HEIGHT FLANGE FRAME INTERIOR MAX. FIXED DLO MAX. VENT DLO —� MAX. WIDTH (LF. FRAME) EXTERIOR SECTION A -A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN FRAME) EXTERIOR moo- Hal! INTERIOR • • • • •• ••• SILL •• • • • •• W SECTION C -C (VERTICAL SECTION, FLANGE FRAME) (VERTICAL SECTION, I.F. FRAME) ReArtest Oar 8'14116 NO ORANGE THIS BHEEr aria,: ars 10/17111 t>..* FA DAN 820111 2128/06 itmker 0 *saw or J.J. NO CHANGE TIES SKEET NO OMNGETHISSHEET • ��!•� • itNN. •vmg.O. FLvviOOLI • N. PL 7�6 ��. BQX tote NOKOMIS. FL 34374 .•• • • : A UM. HORIZONTAL ROLLER WINDOW, IMPACT VislblyBa+te' 110:716 Half twk 5 ► 11�4127-10 F HEAD (VERTICAL SECTION, I.F. FRAME) 0 PRODUCT REVISED as complyingwhh the Florida Building Cada Acceptance No • -OSM halloo Date T 1 ByJ.";,,. '.% 4139 4140 4141 4128 4006 1235 1096 1016 4126 1683 7070 DWG# ' ; DESCRIPTION MAIL PGT# 1TEM DW(S REVI DESCRWTION 1 MAIL 1 PGTO 1 4102 A FLANGE FRAME HEAD 6063-T6 AL 612237 66 LASS, 13/16" LAMI 1G -1/8"A (MIN.), 3/8"AIR SPACE, 5/16" LAMI (1/8"A, .090 PVB, 1/8"A) 2 4025 SASH STOP (STD.) (ANTI LIFT CLIP) 6063-T5 AL 612244 3 67 13/16" LAM1104/8"A (M1N.), 3/8" AIR SPACE, 5116" LAMI (1/8"A, .090 PVB,1/8"HS) #8 X 3/4 PH. PAN HEAD 7834AA 4 4053 SASH STOP COVER (SASH STOP) 6063-T5 AL 6 4136 FLANGE FRAME SIL 6063-T6 AL 64136 7 4137 SILL ADAPTOR 6063-T6 AL 64137 8 4131 ROLLER TRACK 6063-T6 AL 64131 10 71298 WFEP HOLE COVER POLYPROP. 71298 12 1626 ADHFSIVE OPEN CELL FOAM PAD 7PAD1626 13 4002 A P ANCiEFRAMEJAMB 6063-T6 AL 612225 14 4I34 GASKET FOR MAIN FRAME SILL JOINT 74134W/K 15 1155 #8X1.000QUADPN.SMS 781PQA 16 4110 0 SCREEN ADAPTOR 6063 -TS AL 641100 17 4054 B EDIF)MEE11NORAIL 606311D -T6 AL 64054A 19 4066 WSTP.„187 X .230, PIN SEAL 640660 21 4105 SASH TOP &BOTTOM RAIL 6063-T5 AL 612240 22 1683 WSTP.,250X270BACK, FIN SEAL 616830 23 225-1 ROLLERHOUSING& GUIDE 42112HD 68 13/16" LAMI n1/8"A (MIN.), 3/8" AIR SPACE, 5/16° LAMI (1/8"HS, .090 1/8"H8) 69 13/16" LAMI 103/16°A (MIN.), 5/16" AIR SPACE, 5/16" LAMI 1/8"A, .090MI, 1/8"A) 70 13/16" LAMI10-3/16"A (MIN. , 5/16" AIR SPACE, 5/16" LAMI (1/8"A, .090PVB,1/8"HS) 71 13/16" LAMI IG3/16"A (MIN), 5/16" AIR SPACE, 5/16" LAM1(1/8"HS, .090 PVB,1/8949) 72 13/16" LAMI IGI/8"A (MIN.), 1/4" MR SPACE, 7/16" LAMI (3/16"A, .090PVB, 3/16°A) 73 13/16° LAMI 104/8"A (MIN.), 1/4" AIR SPACE, 7/16" LAMI (3/16"A, .090 PVB, 3/16"HS) 74 13/16" LAMI IG1/8"A (MIN.), 1/4" AIR SPAM, 7/16" LAMI (3/16° .090 PVB, 3/16"HS) 75 13/16" LAMI 103/16"A (MIN), 3/16" AIR SPACE, 7/16" LAMI (3/16"A, .090 PVB, 3/16"A) 76 13/16" LAMI 10-3/16°A (M1N.), 3/16" AIR SPACE, 7/16" LAMI (3/16"A, .090 PVB, 3/16"HS) 77 13/16" LAMI I03/16"A (MIN.), 3/16" AIR SPACE, 7(16" LAM1(3/16"113,.090PVB, 3/16"HS) 90 1014 SCREEN FRAME (HOR. & VER.) 3105-H14 AL 91 1630 SCREEN CORNER KEY W/RING9 POLYPROP. 92 1631 SCREEN CORNER KEY W/OUT RINGS POLYPROP. 93 1073 SCREEN SPRING ST.3T. 94 1624 SCREEN SPLINE- .135 DIA. FOAM EM PVC 95 1635 SCREEN SPLINE- .135 DIA. HARD EM PVC 96 SCREEN 24 226 MASS ROLLER WHEELS 29 32 33 35 36 37 38 39 40 41 42 43 50 51 52 53 54 55 56 59 1224 1225 4039 4044 4222 985 4067 BRASS 7BRWHL2 HORIZONTAL ROLLER SASH TOP GUIDE POLYPROP. 44128N D SASH MEETINGRAIL 6063148 T6 AL 64006 WSTP.„170X.270 BACK, FIN SEAL 679160 SWEEP LATCH DIE-CAST 71096 #8 X .625 PH. FI.. SMS 7858 SASH SIDE RAIL 6063-T5 AL 64126 WSTP.,.250X 270 BACK, PIN SEAL 616830 BULB WEATHERSTRIP .187X.275 67070IC LIFT RAIL COVERCAP 74078'V' L OR It .P. FRAME HEAD 6063-T6 AL 64139 I.F. FRAME SILL 6063-T6 AL 64140 LF. FRAME JAMB 6063-T6 AL 64141 GLAZING SILICONE, DOW 899, 995 OR EQUIVALENT VINYL GLAZING BEAD BULB (THICK) 6TP247W,K VINYL GIAZINGBEAD BULB (1) 6TP248K B CEAZINOBEAD-5/16” 6063-T5 AL 640393 B GIAZINOBEAD - 5/16" W/GRII.LKIT 6063-T5 AL 644703 A GLAZING READ -7/16° 6063-T5 AL 64222 C GIAZINGBEAD-7/16" W/(RILL KIT 6063 -TS AL 6985 GLAZINGBEAD - 13/16" 6063-T5 AL 61067 60 GLASS 5/16" LAMI (U8" A, .090 PVB, 1/8" A) : • 61 " 5/16" LAMI(I/8" A,.090PVB,WE' HS) • • • 62 " 5/16" LAMI (1/8" HS, .090 PVB, 1/8" HS) • • •• ••• 63 " 7/16' LAMI(3/16° A,.090PVB 3/16' A) 64 ° 7/16" LAMI (3/16" A, .090 PVB, 3/16" HS) 65 " 7/16" LAMI (3/16" HS, .090 PVB, 3/16° HS) • ••• • • •• • 2.784 1.988 • I3 . tRARAE JAMB • • 14t .P83 -T6 • • • • • •• • • • •• •• ••• • • 2 710 2.8824 Jr 41 I.F. FRAME HEAD 04139, 608346 2.710 ---�� .F. FRAME SILL 04140, 6083-T8 3.162 PRODUCT REVISED Em uildcomplyingingC°d" wId th Fk6da B Aecaplmae No 11,.71v05; ►' Dale e.7 By /17.41°11 ltOPISJI tht 6WH6 Welke* F NO CHANGE THIS &H68T F.K ber NO CHANGE 7MSSHEET ADDED 9/23/06 TOGUN TYPES • • • 70707E0.0G}ORMH N.•VilIEE. FL 3• I5 P.O. BOX 1529 NOKOMIB, FL 34274 • • ten. • • ;S DIST �---- •AW4T. HORIZONTAL ROLLER Wp1/DOW, IMPACT we IN ME* o NTS 6 d 11 4127--10 F Vtrlb(y Better .;>'��.• v\CENSC • .F'P it No. 58705 :.Ty' •., sTATE OF _' ti1`' ''\,i5 S/C)IidAk, FCoss A. /1;41 Ma.LE , P.E. P.E.e 88745 ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • L2.710 O FLANGE FRAME HEAD #4102A.6063 -T8 j �11�082 T451--4 OSASH STOP #4025, 6083•T6 .062 It 1I I-.-1.349+1 0 SASH TOP & BOTTOM RAIL. #4133, 6063-T5 1.183 L A50 1.098--1---- l7 54 GLAZING BEAD, 6/16" #404413.6083-T5 (USED W/ GRILL KIT) 1. '+•--2.710—�{ FLANGE FRAME SILL #4136, 6083-T6 O HORIZ. ROLLER TRACK #4131, 6083-T8 2 17 1.081 32 SASH MTG. RAIL #4008D,8063MS-T6 52 2 28 --1 1.187 3.80 O FRAME SILL ADAPTER #4137, 6083-T8 �1.403� CD1 FIXED MEETING RAIL #405413,6083H4 T8 .082 1.349 .297+1 37 SASH SIDE RAIL #4126, 6063-T5 6N j I� 878 .6784 11 .T 0J6 -{� 1.098 -� { • • • ••• • i :1.116•4-:-.11" 55 GLAZING BEAD 7/16% • 11>1G MD, Z/16" 59 GLAZING BEAD,13/16" #4222A, 6083.75 • • • • • • • • ( • # 5CGR93- 5 #4087, 8083-T5 b•�-1.513- 1 I I .738! 443+ -7 O SASH STOP COVER #4053, 8083.75 1.363 13 FLANGE FRAME JAMB #4002A, 6083-T8 2.784 .062 .082 .878 53 1.098-E—« GLAZING BEA , 5/16" #40398, 6083-T5 1 .097 Mod* Oft LA!. NMkee NO CHANGE THE SHEET ReNder lobo J.R.4RO 11 lh nm,e 0 NO CHANGE THIS SHEET NO CHANGE DES SHEET Om* JC 22886 *aft/ Or J.J. Oda 223106 • ••• • s • • • • 1070 TESHROLOG•DRIVti• N. VENitE. fl MX •• • P.O. BOX 1673 NOKOMIS. A.34274 •• ••• • • tuatt- VC77iLlONS al414.40RIZONTAL ROLLER WINDOW, IMPACT a•v a .or HR710 Half tea* ' 7 11 4127--10 F PRODUCT REVISED ao complying with the Pbdda Building Coda Ac cptanco No 1 0514• DI - • tattoo Date /7.77S14,1. • 1 By 1 i •.:!Gi4�iw Mime ••• • • • • • • • • • • • • ••• • • • • • • • •• •• • • ••• • • • • • • • • • • • • • •• • ANCHOR QUANTITIES, XOX (114112-114) WINDOWS TABLE 4 GLASS TYPES GLASS TYPES D.E,F,J.K,L ANCHOR TYPE) & SUBSTRATE 2.3, WOOD 2 CONC 1, CONG 2,3, WOOD 2, CONC 1, CONC ZONES ZONED ZONES ZONES ZONES ZONES WINDOW 812E HEAD 8 SILL HEAD & SILL HEAD & SILL HEAD & SILL HEAD & SILL HEAD &SILL 53.128x 38.375 48.000 80.825 84.003 60.000 83.000 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1402+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+112+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+42+1442+1 3 1+02+1+42+1 3 1+112+1+02+1 3 1+02+1+0241 3 1+02+1+02+1 3 1+02+1+432+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+03+1+03+1 3 80.000 x 38.378 48.000 60.825 84.000 60.000 83.000 1+42+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+2+02+1 2 1+02+1+02+1 3 1+02+1+42+1 3 1+01+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1402+2+02+1 3 1+02+1+02+1 3 1+02+1+02+1 8 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+2+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+112+1+02+1 3 1+42+1+02+1 3 1+02+1+02+1 3 1+02+2+02+1 3 1+02+144241 3 1+02+1+02+1 3 1+02+1+022+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+03+2+03+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+112+1 3 1+02+1+02+1 3 1403+2+03+1 3 74.000x 36.378 43.000 80.628 84.000 90.000 63.000 1+02+2+02+1 2 1+02+1+02+1 2 1+42+2+02+1 2 1+02+2+02+1 2 1+02+2+02+1 2 1+02+2+02+1 2 1+02+2+02+1 3 1+112+1+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+1+02+1 3 1+02+2+42+1 3 1402+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+112+1+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+03+2+03+1 3 1+02+2+02+1 3 1+02+1+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+03+2+03+1 3 1+02+2+02+1 3 1+02+1+42+1 3 1+03+2+03+1 3 1+03+2+03+1 3 1+02+2+02+1 3 1+03+2+03+1 3 84.060* 38.378 48.000 80.825 54.000 60.000 83.000 1+02+2+02+1 2 1+02+2+02+1 2 1+02+2+02+1 2 1+02+2+02+1 2 1+02+2+02+1 2 1+02+3+02+1 2 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+03+3+03+1 3 1+02+2+02+1 3 1+022+2442+1 3 1+112+2+02+1 3 1+02+2+02+1 3 1+02+2402+1 3 1+03+3+03+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+04+3+04+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+03+2+03+1 3 1+03+2+03+1 3 1+02+2+02+1 3 1+01+3+04+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+03+2+03+1 3 1+03+2+03+1 3 1+02+2+02+1 3 1+04+3+04+1 3 108.375x 38.378 48.000 80.628 64.000 60403 63.000 1+02+2+02+1 2 1+02+2+02+1 2 1+02+3+02+1 2 1+02+3+02+1 2 1+02+3+02+1 2 1+02+4+02+1 2 1+02+3+02+1 3 1+02+2+02+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+02+3+02+1 3 1+03+4+03+1 3 1+02+3+02+1 3 1+02+2+02+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+03+4+03+1 3 1+03+3+03+1 3 1+02+2+02+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+04+4+04+1 3 1+03+3+03+1 3 1+02+2+02+1 3 1+01+3+04+1 3 1+04+3+04+1 4 1+03+3+0,3+1 3 1+04+4+04+1 3 1+03+3+08+1 3 1+02+2+02+1 3 1+01+3+0.4+1 3 1+04+3+04+1 4 1+04+3+04+1 3 1+08+4+08+1 3 111.800 x 38.378 48.000 60.1325 64.000 60.000 63.003 Dols WWW 1037!11 eels arc ?1YVOS 1+02+3+02+1 2 1+02+2+02+1 2 1+02+3+02+1 3 1+02+2+02+1 3 1+02+3+02+1 3 1+02+2+02+1 1+03+3+03+1 3 1+02+2+02+1 1+03+3+03+1 3 1+02+2+02+1 3 1+111+3+02+1 1+03+3+03+1 2 1+02+3+02+1 3 3 1+03+3+03+1 3 1+02++0241 1+02+9+02+1 111 3 •1902•4+19241 1‘403+4,034 to 3 • 1+03+3+03+1 3 1+03+3+03+1 3 3 1+03+3+03+1 3 1403+3+03+1 3 1+03+3+09+1 •• 1+03+3+03+1 3 •• 3 • Ire$44+60+1,• 7+04+4+04+1 3 3 1+03+3+03+1 3 1+02+2+02+1 F HMS's E D or d..A NO CHANGE T108 SKEET NO CHANGE TNt88XEET 3 1+04+3+04+1 1+01+3+04+1 3 3 1+04+3+04+1 1+04+3+04+1 ADDED /444PTOBETE11P€RED®+30FTNOTE Dols 34 4 4 1+03+3+03+1 1+04+3+14}1 o. • • • 1070 TEt4tOLOGIP DRNEIP :VE•NICE, Fl.: $16 P.O.89X 1620 NOKOMI$, FL 34274 3 1+04+4+04+1 1+118+4+98+1, • 3 NOTES: 1. ANCHOR TYPES: 1-1/4' ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE -FLEX 3 - 412 STEEL SCREWS (136) 2. GLASS TYPES: A. 6/16" LAMI - (1/8" A,.000,1/8" A) B. 8/18' LAMI - (1/8' A„090, 1/8" HS) C. 6/18" LAMI - (1/8" HS,.090, 1/8" HS) D. 7/18" LAMI - (3/18' A,.090, 3118" A) E. 7/18" LAMI - (3/18" A,.090, 3/16" HS) F. 7/18" LAMI - (3116' HS,.090, 3116" 148) G. 13/18' LAMI 10 -1/8" OR 3/18" A (MIN.), 8/16' OR 318" SPACE, 5/16° LAMI H. 13/16° LAMI 10 -1/8' OR 3/16" A (MIN.), 5/16' OR 312° SPACE, 5/16° LAMI I. 13/16" LAMI 1G - 1/8' OR 3/16" A (MIN.), 5/16' OR 3/8" SPACE, 6/18" LAMI - J. 13/18" LAMI 10 -1/8" OR 3/16' A (MIN.), 3/18" OR 1/4" SPACE, 7/16" LAMI - K. 13/18' LAMI 10 -1/8" OR 3/16" A (MIN.), 3/16' OR 1/4" SPACE, 7/16" LAMI L. 13/18" LAMI IG -1/8' OR 3/16' A (MIN.), 3/16" OR 1/4" SPACE, 7/16° LAMI FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES 0 - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. - (1/8" A,.090, 1/8" A) - (1/8" A,.090, 1/8' HS) (1/8" HS,.000, 1/8" HS) (3/16" A,490, 3/16" A) - (3/16"A,.000, 3/18' HS) - (3/16' HS,.090, 3/16' HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. HEAD & SILL: 101/2' MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 263/4' MAX. FROM CORNERS. JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX. O.C. TABLE KEY: X O 11+03+4+03+11 3J_.._.ANCHOR QUANTITY PER JAMB 9° REF. HEAD AND SILL ANCHOR QUANTITY. A CLUSTER OF (3) ANCHORS CENTERED AT EACH MEETING RAIL PLUS (1) ANCHOR AT EACH OPERABLE VENT PLUS (4) ANCHORS AT FIXED SECTION. (12) ANCHORS TOTAL AT HEAD AND SILL. (3" MIN. O.C. ANCHOR SPACING) 1 126 3/4' max. -4-1 1-+-3' MIN. 1 1 4 1 4 1 1 t X O X MTG. RAIL, TYP.- EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS (SHOWN IN TABLE KEY ABOVE) 25 3/4' MAX 1/2" TYP. • • -47-7-1 3" MIN. • • •• 1 1141 1 1 1 1 1441 1 • •irii"% X O X MTG. RAIL, TYP.- EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS • • • uNW= • • .T•m CMORAGE SPACING, XOX (1/4-1/2-1/4) •AINUCtiORIZONTAL ROLLER WINDOW, IMPACT •.actat •a4 ft* a.,n+e1. 17RN0 NTS 8 d 11 4127-10 Reiser 4s F PRODUCT REVISED as complying with the ptotida Building Coo, Acceptance No 1 " O I'I.09 Dala tr,,7r14,7.1.V21 021 By Miami ,111111, PEI SAM •• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ANCHOR (WAN Trims, XOX (1/3.113.113) WINDOWS TABLE 5 NOTES: GLASS TYPES A.6,0,H GLASS TYPES C,D,E,F,I,J,K, L ANCHOR TYPE 3 2,3, WOOD 2, CONC 1, CON0 2.3, WOOD 2. COM 1, CCNC 1. ANCHOR TYPES: & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES 1 - 1/4" ELCO TAPCONS 2 -1/4" ELCO SS4 CRETE-FLEX 3 - 612 STEEL SCREWS (05) Q 2. GLASS TYPES: D WINDOW 812E )/ • 5 HEAD & SILL HEAD & SILL 1 HEAD & SILL HEAD SILL & HEAD & 80-L HEAD & SILL $ 1 A W18' LAMI - (138" .4,.090,118" A) B. 5/18° LAMI - (1/8° A,.090, 1/8' HS) FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES 0 - L SHALL HAVE A 48.000x 38.375 1+02+1+02+1 2 1+02+1+32+1 2 1+22+1432+1 2 1+02+1+02+1 2 1+C2+1+02+1 2 1+02+1+02+1 2 C.51113" LAMI - (1/8' HS,.09D,1/8" HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND 48.000 1+32+1+32+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+32+1+42+1 3 1+02+1+32+1 3 D. 7/18' LAMI - (3118° A,.090, 3118" A) ANCHOR QUANTITY REMAIN UNCHANGED. 80.826 1+32+1+32+1 3 1+02+1+32+1 3 1+02+1+C2+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 F.7/16-LAMI-(3/18°AS,33HS) F. 7118° LAMI - (3M8° HS,.0l�, 311/1 8' HS) 84.000 1+02+1+32+1 3 1+02+1+32+1 3 1+32+1+32+1 3 1+32+1+432+1 3 1+02+1+32+1 3 1+32+1+02+1 3 G. 13/18° LAMI IG - 1/8° OR 3/18' A (MIN.), 5/18° OR 3/8° SPACE, 6/18" LAMI - (1/8" A„090,1/8" A) 60.000 1+02+1+32+1 3 1+32+1+02+1 3 1+32+1+32+1 3 1+32+1+32+1 3 1+02+1+32+1 3 1+32+1+42+1 3 H.13/16" LAMI 10 -118" OR 3/18" A (MIN.), 5/18° OR 3/8' SPACE, 5118° LAMI - (118° A,.090,1/8" HS) 83.0100 1+32+t+t2+1 3 1+32+1+32+1 3 1+32+1+02+1 3 1+32+1+02+1 3 1+32+1+32+1 3 1+03+1+03+1 3 I. 13/18" LAMI IG -1/8" OR 3/18° A (MIN.), 5/16' OR 3/8" SPACE, 6/18° LAMI - (1/8° HS,.090,1/8" HS) J.13/16' LAMI 10 - 1/8" OR 3/18° A (MIN.), 3/18° OR 1/4' SPACE, 7116° LAMI - (3116° A,.090, 3/16" A) 63.128* 38.318 1+02+1+32+1 2 1+02+1+32+1 2 1+02+1+02+1 2 1+32+1+02+1 2 1+02+1+32+1 2 1+02+1+132+1 2 K.13/16° LAMI 101 -1/8' OR 3/16' A (MIN.), 3(18" OR 1/4" SPACE, 7118" LAMI - (3118" A,.090, 3/16° HS) 48.000 1402+1+02+1 3 1+02+1+02+1 3 1402+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 L. 13/18' LAMI 13 - 1/8" OR 3/16° A (MIN.), 3/18° OR 1/4° SPACE, 7/18' LAMI - (3/18' HS,.090, 3/16° HS) 80.628 1+432+1+12+1 3 1+32+1+02+1 3 1+32+1+32+1 3 1+32+1+32+1 3 1+32+1+32+1 3 1+02+1+32+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 64.000 1+02+1+32+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+32+1 3 1+02+1+02+1 3 1+32+1+02+1 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 80.000 1+02+1+432+1 3 1+02+1+32+1 3 1+3.2+1+02+1 3 1+02+1+432+1 3 1+02+1+02+1 3 1+03+1+03+1 3 63.000 1+02+1402+1 3 1+02+1+02+1 3 1+02+1+32+1 3 1+02+1+32+1 3 1432+1+32+1 3 1433+1433+1 3 HEAD & SILL: 10112' MAX ON EACH SIDE OF MEETING RAIL CENTERLINE 60.0003 38.378 1+32+1+32+1 2 1+03+1+3241 2 1+02+1402+1 2 1+02+1+02+1 2 1+02+1+32+1 2 1+02+1+32+1 2 26314' MAX.FROM CORNERS JAMBS: 9' MAX. FROM CORNERS AND 22112' MAX O.C. 48.000 1+02+1+32+1 3 1+32+1+32+1 3 1+02+1+32+1 3 1402+1+32+1 3 1+02+1+02+1 3 1+32+1+02+1 3 TABLE: 60.826 1432+1+32+1 3 1+02+1+32+1 3 1+3241+32+1 3 1+32+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 X O X 54.000 1+02+1+02+1 3 1+32+1402+1 3 1+02+1+32+1 3 1+02+1+32+1 3 1+32+1+32+1 3 1+33+1+03+1 3 I1+C3+1+C3+11 3' --ANCHOR QUANTITY PER JAMB 60.000 1+02+1+02+1 3 1+32+1+02+1 3 1+12+1+32+1 3 1+02+1+02+1 3 1+02+1+32+1 3 1+33+1+33+1 3 j 63.000 1+02+1+32+1 3 1+32+1+32+1 3 1+02+1+32+1 3 1+03+1+03+1 3 1+02+1+01+1 3 1403+1+03+1 3 I HEAD AND SILLANCHOR Ql1ANT1TIE8 66,000* 38.378 1+32+1+32+1 2 1+32+1+32+1 2 1432+1+432+1 2 1+02+1+32+1 2 1+02+1+32+1 2 1+02+1+02+1 CENTERED 2 A LEACH MEIN) RAIL PLUS ON EACH MEETING RAIL PL(1) 48.000 1+32+1+32+1 3 1+02+1+02+1 3 1+32+1+32+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+32+1+02+1 3 ANCHOR AT EACH OPERABLE VENT 80.628 1+02+1+32+1 3 1+02+1+02+1 3 1+132+1+32+1 3 1+32+1+32+1 3 1+02+1+32+1 3 1+03+1+33+1 3 PLUS (1)ANCHORS AT FIXED SECTION. 84.000 1+32+1+32+1 3 1+32+1+02+1 3 1+32+1+32+1 3 1+02+1+432+1 3 1+132+1+32+1 3 4+33+1+33+1 3 (9) ANCHORS TOTAL AT HEAD AND SILL 60.000 1+32+1+02+1 3 1+32+1+32+1 3 1+02+1+32+1 3 1+33+1+03+1 3 1+32+1+32+1 3 1+03+1+03+1 3 (3° MIN. O.C. ANCHOR SPACING) 83.000 1+32+1+32+1 3 1+02+1+32+1 3 1+33+1+03+1 3 1+33+1+03+1 3 1+02+1+02+1 3 1+33+1403+1 3 74.0003 38.378 1+32+1+02+1 2 1+32+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1432+1+32+1 2 25 3/4" MAX. 48.000 1+02+1+02+1 3 1+02+1+02+1 3 1+32+1+02+1 3 1+02+1+32+1 3 1+02+1+02+1 3 1+03+1+03+1 3 --.-11-...-3° MIN 80.625 1+02+1+32+1 3 1+02+1+32+1 3 1+32+1+32+1 3 1+02+1+02+1 3 1+02+1432+1 3 1+02+1+03+1 3 9° REF. 1 1 1 1 113 1 84.000 1+02+1+02+1 3 1+02+1+32+1 3 1+32+1+02+1 3 1+32+1+32+1 3 1+02+1+432+1 3 1403+1+33+1 3 X ~-y O X 60.000 1+02+1+02+1 3 1+02+1+02+1 3 1++1+03+1 33 3 1+03+1+33+1 3 1+02+1+02+1 3 1+03+1+03+1 3 PRODUCT REVISED as mmplMtng with the FloBda 63.000 1+02+1+42+1 3 1+02+1+01+1 3 1+03+1+33+1 3 1+33+1+03+1 3 1+32+1+32+1 3 1+33+1+03+1 3 MTG. RAIL' TYP.- Buildingcodo 2 1+32+1+02+1 2 1+32+1+32+1 3 1+02+1442+1 2 1+02+1+132+1 2 Acceptance No IS- • )9e� ria 84.300338.376 1+32+1+32+1 2 1+32+1+02+1 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS '• ' °°O°° •' 1141 48.000 1+02+1+12+1 3 1+02+1+02+1 3 1+32+1+32+1 3 1+32+1+32+1 3 1+32+1+32+1 3 1+03+1+03+1 3 ° ' 512628 1+32+1+01+1 3 1+02+1+02+1 3 1+02+1+32+1 3 1+02+1+32+1 3 1+02+1+02+1 3 1+33+1+03+1 3 (SHOWN IN TABLE KEY ABOVE) °s: •. ii., .. .?� • r,.,Product .... 84.000 1+32+1+32+1 3 1+32+1+52+1 3 1+03+1+03+1 3 1+03+1+03+1 3 1+32+1+32+1 3 1+03+1+03+1 3 60.000 1+02+1+32+1 3 1+02+1+32+1 3 1+133+1+33+1 3 1+03+1+03+1 4 1+03+1+03+1 3 1+33+1+33+1 3 •-�-25314" MAX. 83.000 1+33+1+03+1 3 1432+1+02+1 3 1+33+1+133+1 3 1+03+1+03+1 4 1433+1.06.1 324 4+6+C3+1 4 A • • 4 • -+ --► +1 112" TYP. I--3' MIN ‘0%11111/0„ 2 3 1+02+102+1 2 14240+,p •• 1 LYNN ii�,�i 88.437338,378 48.000 1+32+1+03+1 1+02+1+02+1 2 1+02+1+32+1 3 1442+1+01+1 2 1432+1+02+1 3 1+32+1+02+1 1+02+1+02+1 3 1+02+1+32+1 3 1+32+1+4E241 3 +1) 9443344+39+118 • : • • • • • "' 1 1111 X 1 1041 O i X ,..\‘‘��( 4/11 ," �. 140.• IGEN.:-'' ••.F.p 60.626 1+02+1+02+1 3 1+32+1+02+1 3 1+32+1402+1 3 1+132+1+2+1 3 1+02+140¢+1 3 443+ .4+1.3• • i • • •t•-� i� �` 64.000 1+02+1+3241 3 1432+1+3241 3 1+33+1403+1 3 1+33+1+33+1 3 1402+1+02+9 3 1+03+1+03+1 3 _/''- = :' No. 58705 - 60.0001+02+1+32+1 3 1+32+1+02+1 3 1+02+1+03+1 3 1+33+1+03+1 4 1+03+1+33+1 3 1+04+1+04+1 4 MTG.RAS,TYP.- 63.000 1403+1+0341 3 1+02+1+32+1 3 1+33+1403+1 3 1+33+1+33+1 4 1+3341+C3i4 3 1+C4+1y1.�r+1,44 MPLE CLUSTER W/ QTY. OF (4) ANCHORS -o :� L F 1 ;- a sdBx ••e 4116 amps Fa4 NO CHANGE flB9810T47 • • • • • • • • ate• ANCiIC ?AGE SPACING XOX(1/3-113-1/3) .�O •• SAT _OF _,, ; r1` • J.J. 90/17111 E NO CHANGE THIS SHEET omTEC1i4o3ogroRN• N.VEt•3E,FLORINS • • •-e .,Ftotnols.••'v k St.* ••. .•• �`\s� /•,;!ONAl. i0""'a" °� ""de°` •ro. x,• 84 AL(JP+1•AORIZONTAL ROLLER WINDOW, IMPACT t,o J.R. Om* F.K. &20/11 Ws 2 0 e9rdwd8w J.J. ADDEDIOCAPTOBE7&,4PERED6430FTNOME wag 9++3/06 I NOKOMIS. FL 34274 Mb&Batter a. /ante " IVIS aert 9 + 11 -as 4127-10 a'k F A LYNN MILLER.P.E. P.EJ58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ANCHOR QUANTITIES, XO & OX WINDOWS TABLE 6 GLASS TYPES A,B,G,H ANCHOR 'ME)!2,3, WOOD & SUBSTRATE ZONES GLASS TYPES C,D,E,F,I,J,K, L 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC ZONES ZONES ZONES ZONES ZONES WINDOW SIZE W V g e5 A 2"8 e8 XIS - g e8 37.000 x 38.375 48.000 50.625 54.000 60.000 63.000 1+02+1 2 1+02+1 2 1+132+1 2 1+132+1 2 1+02+1 2 1+132+1 2 1+02+1 3 1+132+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+132+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+432+1 3 1+132+1 3 1+02+1 3 1402+1 3 1+02+1 3 1+132+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+433+1 3 1+02+1 3 1+02+1 3 1+03+1 3 1+02+1 3 1+132+1 3 1+03+1 3 1+132+1 3 1+132+1 3 1+C3+1 3 48.000 x 38.375 48.000 50.625 54.000 60.000 83.000 1+02+1 2 1+02+1 2 1+02+1 2 1+02+1 2 1+02+1 2 1+02+1 2 1+132+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+02+1 3 1+03+1 3 1+02+1 3 1+02+1 3 1+03+1 3 1+02+1 3 1+02+1 3 1403+1 3 1+02+1 3 1+02+1 3 1+03+1 3 1+03+1 3 1+02+1 3 1+03+1 3 1+03+1 3 1+02+1 3 1+q+1 3 1+03+1 3 1+132+1 3 1+133+1 3 1+133+1 3 1+02+1 3 1+03+1 3 53.125 x 38.375 48.000 50.625 54.000 60.000 83.000 1+02+1 2 1+132+1 2 1+02+1 2 1+132+1 2 1+02+1 2 1+02+1 2 1+132+1 3 1+02+1 3 1+C3+1 3 1+02+1 3 1+02+1 3 1+03+1 3 1+132+1 3 1+02+1 3 1+03+1 3 1+02+1 3 1+02+1 3 1+133+1 3 1+133+1 3 1+02+1 3 1+03+1 3 1+433+1 3 1+132+1 3 1+03+1 3 1+03+1 4 1+02+1 3 1+03+1 3 1+133+1 4 1+02+1 3 1+C3+1 3 1+133+1 4 1+03+1 3 1+04+1 3 1+03+1 4 1+433+11 3 1+04+1 3 80.000 x 38.375 48.000 50.625 54.000 60.000 63.000 1.02+1 3 1+02+1 2 2+02+2 2 1+01+1 3 1+02+11 2 2+02+2 2 1+02+1 3 1+02+1 3 2+03+2 3 1+02+1 3 1+132+1 13 2+03+2 3 1+C3+1 3 1+432+1 3 2+03+2 3 1+03+1 3 1+02+11 3 2+03+2 3 1+03+1 4 1+02+1 3 2+03+2 3 1+03+1 4 1+02+11 3 2+03+2 3 1+133+1 4 1+03+1 3 2+04+2 4 1+03+1 4 1+133+11 3 2+04+2 4 1+03+1 4 1+03+1 3 2+04+2 4 1+03+1 4 1+03+11 3 2+134+2 4 68.000 x 38.375 48.000 50.625 54.000 60.000 83.000 2+02+2 3 1+02+1 2 2+132+2 3 2+02+2 3 1+02+1 12 2+02+2 3 2+02+2 4 1+132+1 3 2+03+2 3 2+02+2 4 1+02+11 3 2+03+2 3 2+03+2 4 1+02+1 3 2+03+2 3 2+433+2 4 1+02+1 13 2+03+2 3 2+03+2 4 1+02+1 3 2+03+2 4 2+C3+2 4 1+02+11 3 2+03+2 4 2+C3+2 4 1+03+1 3 2+04+2 4 2+03+2 4 1+133+11 3 2+04+2 4 1+433+1 4 1+03+1 3 2+134+2 4 2+03+2 4 1+03+1 13 2+04+2 4 74.000 x 38.375 48.000 50.825 54.000 60.000 63.000 2+02132+2 3 2+02+2 2 2+02+2 3 2+02+2 3 2+02+ •2 2+03+2 4 2+02+2 3 2++03+2 4 2+C3+2 4 2+132+ 3 2410+2. 3• • 2+(+2 .1i 2+03+2 4 2+132+2 3 2+433+2 4 2+03+2 4 2+02+2 3 2+03+2 4 2+03+2 3 2+04+2 4 2+03+2 4 2+133+2 •3 2+U+2: 4• .%.2 4• 2+03+2 4 1+03+1 3 2+04+2 4 2+03+2 5 2+03+2 3 2+04.2 4 2+03+2 4 1+03+1 3 2+04+2 4 2+04+2 5 2+4330 4 • Z+C4+2 •5• �.aen CION Endres LAA. 8114/18 F NO CHANGE THIBSHEET Routes •i+ Ihriikar J.J. 10/17111 E Molal: ptlN l ,LR. 8510/11 0 Mk 0hdadey 2/28/08 14 ow.* NO CHANGE NGE THIS SHEET ADDEO Ili CAP TORE TEMPERED /8 +9OFT NOTE 303/06 • • • • • • I0707Akka4OLO$Y ORM FI N. VENICE, *15 • • PA. BQX 1520 NOKOMIS, FL 34274 NOTES: 1. ANCHOR TYPES: 1 - 1)4" ELCO TAPCONS 2 - 114" ELCO SS4 CRETE -FLEX 3 - #12 STEEL SCREWS (G5) 2. GLASS TYPES: A. 5118' LAMI - (1!8" A„090, 1/8° A) B . 5/18' LAMI - (118° A,.090.1/8" H8) C. 6/18" LAMI - (1/8" HS,.090, 1/8" HS) D . 7118' LAMI - (3/18" A..090, 3/18° A) E. 7118' LAMI - (3M8" A,.090, 3/18145) F. 7/18" LAMI- (3110° 118,.090, 3118" HS) 0.13/18° LAMI 10 -1/8" OR 3/15' A (MIN.), 5/18' OR 318" SPACE, 5/18° LAMI - (1/8° A,.090,1/8" A) H. 13/18° LAMI 10-1/8.OR 3/18° A (MIN.), 5/18" OR 318" SPACE, 5/18' LAMI - (1/8 A,.090, 1/8" HS) 1. 13/18" LAMI 1G - 1/8" OR 3/18" A (MIN.), 5/18" OR 3/8' SPACE, 5/18" LAMI - (1/8" HS,.090, 1/8' 145) .1. 13/18' LAMI IG - 1/8" OR 3/18" A (MIN.), 3/18 OR 1/4" SPACE, 7/18" LAMI - (3/18" A,.090. 3/18" A) K. 13)18" LAMI 10.1/8' OR 3/16 A (MIN.), 3/18° OR 1/4' SPACE, 7/18" LAMI - (3/18' A,.090, 3/18" HS) L. 13/18" LAMI 10 -1/8" OR 3/18" A (MIN.), 3/18' OR 1/4' SPACE, 7/18 LAMI - (3118148.090, 3/18 HS) 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. HEAD & SILL 101/2" MAX ON EACH SIDE OF MEETING RAIL CENTERLINE. 18 3/4° MAX FROM CORNERS. JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX O.C. A FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES 0 - L SHALL HAVE A TEMPERED I.G. OLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. TABLE KEY: 0 X 2+C3+21 3 I. . -ANCHOR -ANCHOR QUANTITY PER JAMS 9" RE- F. t HEAD AND SILL ANCHOR QUANTITIES A CLUSTER OF (3) ANCHORS CENTERED ON THE MEETING RAIL PLUS (2) ANCHORS AT OPERABLE VENT AND FIXED SECTION. (7) ANCHORS TOTAL AT HEAD AND SILL (3° MIN. O.C. ANCHOR SPACING) 8 314" MAX -+{ ('--3' MIN. MTG. RAIL EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS (SHOWN IN TABLE KEY ABOVE) • •• 4• •• . •• . • 9• REF. • • • • •••• - • • 183/4"MAX --► 11/2"TYP 1+-3° MIN. MTG. RAIL EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS • • B:sx VGfbly Berner PRODUCT REVISED as complyisgwith 8re Florida Building Coda Acccplw, u°N•16'O I Ireton Dela r erre d• RAOESPACINO, OX AND X0 ININDOWS Agit HORIZONTAL ROLLER WINDOW, IMPACT s.•,eest •m HR710 NTS 10 a 11 4127-10 ‘‘‘‘.:;wt LYNN h//C //Y,2" ;r r No. 58705• '/, "/ON/�\_ ' A LYNN Ii41.�R P.E. P.E.•58705 �?•''0CENSF''•.(F.f, - ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • • • • • ••• • • • • • • • • . • • • •• •• • ••• • • MIN. 3.4 KSI CONCRETE 1x WOOD BUCK, NOTE 3 - 13/4" MIN. E.D. TYP. 11" MIN. EDGE • ••:: NOTE 1 ji 1/4 MAX. SHIM CONCRETE WOOD ANCHOR, ANCHOR, NOTE 1 DETAIL A NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 2x WOOD BUCK, NOTE 3 13/8" MIN. 1/4" MAX. —+ SHIM WOOD ANCHOR, NOTE 2 13/8" ° MIN. EDGE 2x WOOD BUCK, NOTE 3 DETAIL E CONCRETE ANCHOR, NOTE 1 CONCRETE ANCHOR, NOTE 1 1/4 MAX. SHIM 11/4' MIN. (1.5 KSI CMU) V OR • PER NOTE 1 " (3,4 KSI CONCRETE) NOTES: 1. FOR CONCRETE APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED 1/4° ELCO TAPCONS EMBEDED 13/6° MIN. OR 1/4" 884 CRETE -FLEX EMBEDED 13/4" MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE 181 3/4". FLATHEAD ANCHORS MUST BE #12 TRIMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE #12 STEEL SCREWS (65) OR 1/4" S64 CRETE -FLEX WITH #12 TRIMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS Ix ARE BUCKS WHOSE TOTAL THICKNESS 18 LESS A THAN 11/2". lx WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE OR CMU. WOOD BUCKS DEPICTED AS 2x ARE 11/2" THICK OR GREATER. INSTALLATION TO THE SUBSTRATE OF WOOD BUCKS TO BE ENGINEERED BY OTHERS OR AS APPROVED BY AUTHORITY HAVING JURISDICTION. 4. FOR ATTACHMENT TO ALUMINUM THE MATERIAL SHALL 8E A MINIMUM STRENGTH OF 8083-15 AND A MINIMUM OF 118° THICK. THE ALUMINUM STRUCTURAL MEMBER SHALL BE OF A SIZE TO PROVIDE FULL SUPPORT TO THE WINDOW FRAME SIMILAR TO THAT SHOWN IN THESE DETAILS FOR 2x WOOD BUCKS. THE ANCHOR SHALL BE A #12 SHEET METAL SCREW WITH FULL ENGAGEMENT INTO THE ALUMINUM. IF THESE CRITERIA ARE MET, THE RESPECTIVE DESIGN PRESSURES AND ANCHORAGE SPACING FOR ANCHOR TYPE 2 MAY BE USED. 6. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. 1x WOOD BUCK, NOTE 3 DETAIL F • °• MIN. ED (11E/ii SILL DETAILS A, B, C, D, 0 & H) 13/4" EXTERIOR INTERIOR TYPICAL FLANGE FRAME JAMB SECTIONS MIN. 3.4 K81•^ CONCRETE rest* uN twasT JJ Amar. .IR. Oak www I. 13/4" MIN. E.D. TYP, 1/4" MAX. SHIM • 7 • NOTE 1 DETAIL C 2x WOOD BUCK, NOTE 3 SEE NAILING INTERIOR (JAMB DETAILS E, F & I) EXTERIOR, WOOD ANCHOR, NOTE 2 1/4° MAX SHIM 13/8" MIN. 1." bON EbGE DETAIL D TYPICAL FLANGE FRAME SILL SECTIONS are ltVl7111 are 8EQTH R Arab. E RwD x CORRECTOPTTOMAL BUCK NO CHANGE 7H18 SHEET NO CHANGE THIS SHEET or.* FJG orr N28/08 Cemydye J.J. ORIN V 2-12" MIN. EMBEDMENT DETAIL H (HEAD) NAILING .131 DIA MIN. x 21/2" NAIL AT CORNERS AND 5" 0.C. TYPICAL DETAILS G, H & I. 5/8' MIN. EDGE 6/8" MIN. PRODUCT REVISED as camp3YMg With dro Fb$da Building Code AmplancoNoI K-3 mlloa Dale •• ••• • • • • • • • • • •• • • •• • • • • • 2-1/119111.41N. EMBED • • ••• • • • • • • 1070 TE•F#OLOO•DRNF• N. VENfE, F131215 • Bp(•O. B 1620 NOKOMIS, FL 34274 2-12' MIN. SEE NAILING DETAIL G (SILL) DETAIL I (JAMB) TYPICAL INTEGRAL FIN FRAME SECTIONS • • • • • --e--• ec,61,11" MO& Rama AANC1� O AGE DETAILS ;AIDUM, d?ORIZONTAL ROLLER WINDOW, IMPACT eekelleckt HR710 Sas Half Stesb 11 a 11 ar4•/b 4127-10 F ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • MIAMI=BADE COU' ITV DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOP} PGT Industries, Inc. 1070 Technology Drive North Venice, Fl. 34275 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami -Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miatni-Dade County Product Control Section (In Miami -Dade County) and/ or the AHJ (in areas other than Miami -Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable buildin code. This product is approved as described herein, and has been designed to comply with the Florida wilding Code, including the High Velocity Hurricane Zone. o MIAMI DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 T (786) 315-2590 F (786) 315-2599 www.mlamidade.aov/cconomv • . . .. .. . . • DESCRIPTION: Series "PGT" Clipped Extruded Aluminum Tube Mullion A it4f3. • • • • APPROVAL DOCUMENT: Drawing No. 6300JR, titled "Impact -Resistant Altlrpji t m Tutg 1V1,1t11ions'� sheets 01 through 25 of 25, prepared by manufacturer, dated 08/29/1 lwith the lateetmw ion d$te8.Q1'/29/11.... signed, sealed and by Anthony Lynn Miller, P. E., bearing the Miami -Dade, goofy Product. Control.:..' Revision Section stamp with the Notice of Acceptance number and Expiration•date•by the l lam -Dade County Product Control Section. . • • • . • . . . •MISSILE IMPACT RATING: Large and Small Missile Impact Resistant : . LABELING: Each unit shall bear a perrnanent label with the manufacturer's name or ioga,•t itx, state, series, and following statement: "Miami -Dade County Product Control Approved", unless othefwist noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/ or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the a NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job si a at the + uest of the Building Official. This NOA revises NOA No. 13-0815.05 and consists of Ii is pa. j�''. an idence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was revi MIAMI•DADE COUNTY APPROVED NOA No. 14 -1105:01. Expiration Date: May 26, 2016 Approval Date: .February 12, 2015 Page 1 • . PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under previous NOA No. 10-0819.05) 2. Drawing No. 6300JR, titled "Impact -Resistant Aluminum Tube Mullions", sheets 01 through 25 of 25, prepared by manufacturer, dated 08/29/11 with the latest revision dated 01/29/15, signed, sealed and by Anthony Lynn Miller, P. E. B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC, TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 2411.3.2.1, and TAS 202-94 along with marked -up drawings and installation diagram of clippecl • ojuminum mullions, prepared by Fenestration Testing Lab; Inc., Test• Report Nd.. ]ATL 6443.... (samples A-1 thru E-1), dated 02/28/11, and addendum lette"rdatjd. 05/Q.6./1!! signed •; and sealed by Marlin D. Brinson, P. E. • " (Submitted ander previous NOA No. 10-0819.05) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, corhil ►ing with' FRC 202®• • and with FBC 5th Edition (2014), prepared by manufacture;, dntgd 01129/I, signed • and sealed by Anthony Lynn Miller, P. E. . . . •. • • •. . • •• . •••• . • .. . .. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS NTS 1. Statement letter of no financial interest, conformance to and complying with the FBC 5th Edition (2014), dated 11/03/14, signed and sealed by Anthony Lynn Miller, P. E. 2. Statement Letter of no fmancial interest, conformance to and complying with the FBC 2010, dated 06/06/11, signed and sealed by Anthony Lynn Miller, P. E. 3. Proposal issued by Product Control to PGT Industries, Inc., dated 08/06/14, signed by Jaime D. Gascon, P. E., Product Control Section Supervisor. aime D. Gasco , P. E. Product Control Section Supervisor NOA No. 14-1105.01 Expiration Date: May 26, 2016 Approval Date: February 12, 2015 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED • F. STATEMENTS (CONTINUED) 4. Laboratory addendum letter for Test Report No. FTL-6443, issued by Fenestration Testing Lab, Inc., dated 05/05/11, signed and sealed by Marlin D. Brinson, P. E. (Submitted under previous NOA No. 11-0922.01) 5. Laboratory compliance letter for Test Report No. FTL-6443, issued by Fenestration Testing Lab, Inc., dated 02/28/11, signed and sealed by Marlin D. Brinson, P. E. (Submitted under previous NOA No. 11-0922.01) 6. Proposal No. 10-1070-R issued by BNC to PGT Industries, Inc., dated 01/07/11, signed by Ishaq L Chanda, P. E., Product Control Examiner. (Submitted under previous NOA No. 11-092201) G. OTHERS 1. Notice of Acceptance No. 13-0815.05, issued to PGT Industries, Inc. for their "PGT Series Aluminum Clipped Mullion - L.M.I.", approved on 11/31/13 and expiring on 05/26/16. E-2 • • •••• • • • • •• • 1 . • • • • • ••• •• • • •••• •• • • • •• • • •••• • •• 0 •• • • • • • •• •• •••• • • • • • • • • • • • • • • • • • • • •• • •••• • • • • • Jaime D. Gascon; P. E. Product Control Section Supervisor NOA No. 14-1105.01 Expiration Date: May 26, 2016 Approval Date: February 12, 2015 SUITABLE FOR ALL LOCATIONS REQUIRING NON -IMPACT OR LARGE AND SMALL MISSILE IMPACT -RESISTANT PRODUCTS FIGURE 1: MULTIPLE MULLIONS r --- OPENING W1OTH FOR VERTICAL MULL / --- BEE DETAILS A•D,G,H; SHEETS 24 SEE DETAILS A THRUM SHEETS 24 MULL LENGTH ARCHES TO BE INSCRIBED INSIDE CTANGUTAR SHAPE SEE DETAILS A THi4J G; / SHEETS 23 OPENING HEGHT FOR HORIZONTAL SEE DETAIL E, MULL SHEETS FENESTRATION PRODUCTS MAY OF ANY TYPE. MUST BE MANUFACTURED BY POT. HORIZONTAL MIJLL LENGTH /SEE DETAILS A•DAJG SHEETS2-3 HORIZONTAL �— MULL LENGTH ADDITIONAL EXAMPLES OF MULL. CONFIGURATIONS: GENERAL NOTES: 1) DETAILS SHOWN ARE FOR THE MULLION ONLY. ANCHORS SHOWN ARE W ADDITION TO ANY ANCHORS REQUIRED FOR THE FENESTRATION PRODUCT INSTALLATION. TYPICAL APPLICATIONS ARE SHOWN. EACH SITUATION IS UNIQUE AND SHOULD BE EVALUATED BY AN EXPERIENCED INSTALLER FOR THE BEST INSTALLATION METHOD. OPTIONAL IX OR 2X WOOD BUCKS IF USED, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS AND ARE TO BE DESIGNED BY OTHERS. 2) THE TYPE AND NUMBER OF ANCHORS I8 CRITICAL TO THE STRUCTURAL PERFORMANCE OF THE MULLED UNITS. MULLIONS HAVE BEEN TESTED AS' FREE-FLOATING" AND DO NOT NEED TO BE DIRECTLY ATTACHED TO THE MULLION CLIPS, BUT SHALL NOT HAVE A GAP OF MORE THAN 1/4' FROM THE CLIP. 3) THE ANCHORAGE METHODS SHOWN HAVE BEEN DESIONED TO RESIST THE WINDLOADS CORRESPONDING TO THE REQUIRED DESIGN PRESSURE. MULLIONS ARE CALCULATED TO DEFLECT NO MORE THAN 11180. THE 113 STRESS INCREASE WAS NOT USED IN THIS ANCHOR EVALUATION. THE 1.8 LOAD DURATION FACTOR WAS USED FOR THE EVALUATION OF WOOD SCREWS. 4) PROPER SEALING OF ENTIRE ASSEMBLY IS THE RESPONSIBILITY OF OTHERS AND IS BEYOND THE SCOPE OF THESE INSTRUCTIONS. 6) USE THE COMBINED WIDTH OR HEIGHT OF ONLY TWO ADJACENT FENESTRATION PRODUCTS TO DETERMINE PRESSURES AND ANCHORAGE FOR THE COMMON MULLION, SEE EXAMPLES ON THIS SHEET AND SHEET 24. FOR MULTIPLE UNITS, CONSIDER ONLY TWO ADJACENT UNITS AT A TIME WHEN USING THE DESIGN PRESSURE AND ANCHORAGE TABLES. THE LOWEST DESIGN PRESSURE OF MULTIPLE MULLIONS OR FENESTRATION PRODUCTS SHALL APPLY. 6) WHEN FINDING YOUR SIZE IN THE MULLION TABLES, ALWAYS ROUND UP TO THE NEXT SIZE SHOWN ON THE TABLE(S). 7) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. ANCHORS SHALL BE COATED OR CORROSION RESISTANT AS APPROPRIATE FOR SUBSTRATE MATERIAL. DISSIMILAR MATERIALS SHALL BE PROTECTED AS REQUIRED TO PREVENT REACTIONS. 8) REFERENCE: TEST REPORTS: FTL-6443; ELCO ULTRACOWAGGRE.GATOR NOA'S; ANSUAFBPA NOS FOR WOOD CONSTRUCTION; ADM -ALUMINUM DESIGN MANUAL 8) MULLIONS AND CLIPS HAVE BEEN DESIGNED 8 TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE, AND ARE APPROVED FOR IMPACT AND NON IMPACT APPLICATIONS. MULLIONS ARE ONLY TO BE USED WITH POT -APPROVED FENESTRATION PRODUCTS HAVING CURRENT APPROVALS. 10) MULLIONS ARE IN COMPLIANCE FOR USE N THE HVHZ. 11) QUANTITY OF UNITS WITHIN A MULTIPLE MULLED ASSEMBLY 18 UNLIMITED PROVIDED THAT THE SPAN AND OPENING WIDTHMEIGHT OF EACH INDIVIDUAL MULLION COMPLIES WITH THE REQUIREMENTS OF THIS NOA. INSTRUCTIONS: 1) DETERMINE THE DESIGN PRESSURE REQUIREMENT (LBSIFT') FOR THE OPENING USING THE ASCE-7 STANDARD. 2) CHOOSE A MULLION TYPE THAT WILL FIT THE DEPTH OF THE FENESTRATION PRODUCT'S FRAME DEPTH. 3) REFER TO SHEET 25 TO DETERMINE IF THE WIND LOADING IS 'RECTANGULAR' OR °TRIANGULAR/TRAPEZOIDAL'. 4) FIND THE CHOSEN MULLIONS MULLION CAPACITY mom FROM TABLES 1A THROUGH 16A, ON SHEETS 6 THROUGH 20 RESPECTIVELY, USING THE MULLION TYPE, LENGTH AND OPENING WIDTH OR HEIGHT (DEPENDING IF THE MULLION IS SPANNING VERTICALLY OR HORIZONTALLY). THE MULLION CAPACITY (LBSIFP1 OBTAINED SHALL MEET OR EXCEED 1H6 DESIGN PRESSURE REQUIREMENT (LBS/FTI, FOR THE OPENING OBTAINED IN STEP 1). 5) FROM THE SAME TABLE USED IN STEP 4) ABOVE, FIND THE VALUE N THE NEXT COLUMN ANCHOR CAPACITY REQUIRED (LBS), THIS VALUE REPRESENTS THE WINDLOAD TRANSFERRED TO THE SUBSTRATE BY THE ANCHORS AND MUST BE MET TO ATTAIN THE FULL MULLION CAPACITY. •• ••• • • • • • •• APAC /6T64.E ITN AANCHOWSU RAT CHOR ( P 1 NIA AP SEL T ANCHOR CLIP PATTERN AND VERIFY THA1EET AND USING YOUR ACTUAL SUBSTRATETTITHE MULTIPLE ANCHOR 8) FROM THE AN CAPACITY IS MET. • • • • • • • • • 7) IF THE MULLION CAPACITY (LBSIFT+1 OBTAINED N THE TABLE IS HIGHER THAN THE DESIGN PRESSURE REQUIREMENT (LBS/FP) FOR THE OPENING. YOU MAY USE THE "ANCHOR CAPACITY ADJUSTMENT FORMULA" TO OBTAIN THE LOWER ANCHOR CAPACITY REQUIRED. WITH THIS VALUE A LOWER -�ANCHOR lCAPACITY OPTION MAY/�IBE RFI FCTED FOR THE SAME SUBSTRATE 8) VERIFY THE Dra•Ih PRtGRTURE RAAN'G (LBSIFT4 FOR TOSENF�T1 TION PRODUCT TO BE USED AND COMPARE WITH THE FINAL MULLION CAPACITY (LBS/F'96) O®TANBD FOR THE MULLIONISYSTEM.tTHE LOWEROF THE TWO SHALL APPLY FOR THE ENTIRE MULLED FENESTRATION PRODUCT ASSEMBL•7! • • • • • 9 • 9 9 9) HIGHLIGHT OPlie1SEDVID TABLE YALUL18=1SED IN itsgF•CIFIIDOPUCAT ION WHEN USING THIS NOA TO APPLY FOR A PERMIT. SINGLE MULLION SINGLE MULLION SEE CORRESPONDING DETAILS FROM FIGURE 1 ABOVE. OPENING WIDTH FOR VERTICAL MULL 'FOR VERTICAL MULL MULTIPLE MILLIONS ELEVATEONS..._......»......_............. 1 MULL TOD< 6 MASONRY._.....__ 2 NSTAU ATIDN NOTES_._._._._» 2 MULL TO 3 DAY MULL INSTALIATIINI».__.___4 1 X 2 X.126 MILL 1 X 2 X.376 MULL 1 X 2.75X .376 MULL SPECS._....... 7 1 X 2.T6X .66 MULL SPECS -___8 1 X 3.126 X.669 MULL SPECS..» -El 1 X 4 X .126 MULL 15 4 X.375 TUBE MILL BREW- 11 1 X 4 X.378 T MILL SPECS.___ 11 1.26 X 3.168 X .286 MULL SPECS. -12 1.26 X 326 X.190 MULL SPECS.....13 1.265 3.26 X .824 MULL SPECS...14 1.26 X 3.94 X .824 MULL SPECS. -16 2 X 4 X 26 MILL SPECS......._._ 16 2 X 8 X.26 MULL SPECB-_._._. 17 1.2652.115.125 MULL SPECS.... 16 30' X 326 BAY MULL SPECS....»., 19 46' X 326 BAY MULL SPEC.__. 20 MULLION& CUP DIMENSIONS..... 21.23 g d 3 L11 p1 k 22 Oz. 4 4 .4 21 ti 18 Ii PRODUCPRBV(SBD tonliftinii with IDoFIm(d6 BMWs Cods Aoccpuso No 101 Mand ado AaingControl ``11 LYNN \\\0SY-,, '••�, NO.58705 O)- • -'4%** •��RIOA,..•• A. LYNN M&k P.E. FL P.E.# 58705 ••• • 9 • • • • • • • • • • • •• •• ••• • • • • • • ••• • • •• s • • • • • • • • • to • • •• • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • P • • • •• •• • 1 • •• •• ••• • • • ••• • • 11 \ 1144/ 6. DETAIL A: DETAILS: MULLION OR WOOD FRAMING MULLION TO 2X WOOD BUCK[1 A° L MULLION ATTACHED TO 1X MU WOOD BUCK AND MASONRY 3TUCK8TRP pN0 TYP ANCHOR PER SUBSTRATE, SEE SEE TABLES to-lee �,�� ti CUP SHOWN) CLIP SHOWN) sv NT (OFFSET (STANDARD oA 1 &1ENEOTE I, ` ��,//��;� 10 13 b I V �MULLION I Z Ni • ,_ a° SEE SHEETS ° i I iO •- MIN 2J IBI • • • ' EDGE a (A jLlWrl EITHER THE STANDARD OR OFFSET MULL CLP MAY BE a ° �' ` EDGE DISTANCE `. .__i 21.23 FOR HOLE LOCATIONS d 1 1 ° " "�� CONCRETEORCMU I ' DISTANCE, SEE SEE TABLES EDGE DISTANCE 111-118 e FOR MASONRY n 2 tU Q IX a I 0 NSTALLED BYFOR THIS METHOD d " �- ;►! WOOD ' SCREWSn • ° .. d ANCHORS SIDE VIEW co N Z pM t0 W 211 MAX FOR ALL MILLIONS a .. d": ° cd.' a J J P1%e %d l•.;i2 f EXTERIOR ° EITHER THE STANDARD OR BE CLIP MAYBY INSTALLED T1sMETHOD ` F $ 3 W ° d EDGE MASOFORNRY e4r Z pr GDISTANCE .., THE OFFSET CLIP IS RECOMMENDED FOR ANCHORS F- i/% 1 F 5 i 1 P 9� EXTERIOR d °° FRN-FRAMED AY ALSO BE U EDRTT FOR ALSO BEA ETYPE OTHER FRAAff TYPES. n .° < H,, I" Z 2 iS�o/ g TYP. ANCHOR 0. .� I g 6' f TYP. ANCHOR PER SUBSTRATE. 02I TYP. ANCHOR PER SUBSTRATE, SEE TABLES 1&118 TE. PER BEE TABLES111-1811 SEE TABLES 113-11313 I DISTANCE - � BU3h(BTRIP / •, ` 71 X Y - SEE TABLES I • ATTACHMENT EMBEDMENT �•�• ' BUCIBTWP ;2i Ick 1B•i� , s BY OTHERS, �� ! „ EMBEDIA¢Nf'•SEE NOTE 1. C. •• ATTAAND CHMENT .. SHEET I, • s • 's T' • •- BY OTHERS, SEE NOTE/, SHEET 1. •. ; ,.• •• •• MIN 2J IBI CONCRETE OR CMU • FRONT VIEW SIDE VIEW FRODUcTRavine ascomPgdLgwAhIbeFMiMa • pla Accave �wp[ence ._ + FRONT VIEW • , , may` d e'SCD tant INSTALLATION NOTES; 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. o Punting Contra'. • • • • • • • • • • • • 2) QUANTITY OF ANCHORS AND MULUON SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION • ONLY. BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE, THE • • • o •• • • • • ••• • CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED, REFER TO THE TABLES ON THE • FOLLOWING SHEETS. FOR DETAILS A-D, EITHER THE STANDARD OR INTERIOR CUP MAY BE USED. • • • • • • • • • • • •3. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, IEXHEAD OR FLATHEAD. LYNN F '11,, •• .00. `� q.0• • C ..... •" . P . •' UENSF'•. ,Vt.,. � 1i! •' No. 58705 _ fl • fj �L 4) WOW BUCKS ARE OPTIONAL,SEE DETAIL C SHEET 3. • • • • • • • • • • • •--.:.:04,1'... • • • • • • • • • 6) FOR MASONRY APPUCATIONS tN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED • • • • • • • • • ELCO ULTRACON OR ELCO 1I4• ELS. AGGREGATOR MASONRY ANCHORS. • • • • • • • • • • e • •• • • • • • • • • • • • • • • S • 7DO �4 a )5 .•�� ' .(1 '•, rE F '•, l0RIDA,,.../411,..*:. ',,S',S' • .F.2!9•••• ss "i p 12Y�LLER; P.E. FLP # 58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • P • • • •• •• • 1 • •• •• ••• • • • ••• • • DETAIL C: MULLION DIRECTLY ATTACHED TO MASONRY STRUCTURE (STANDARD CUP SHOWN) EITHER THE STANDARD OR OFFSET MULL CLIP MAYBE INSTALLED BY THIS METHOD. EXTERIOR MILLION TYP. ANCHOR PER SUBSTRATE, SEE TABLES 1B -13B EDGE DISTANCE FOR MASONRY ANCHORS MIN 2.7 R31 CONCRETE OR CMU FRONT VIEW THE OFFSET CLW IS RECOMMENDED FOR FIN -FRAMED WINDOWS, BUT MAY ALSO 8EttEEOFOR OTHER FRAME TYPE& TYP. ANCHOR PER SUBSTRATE, SEE TABLES 18138 EDGE SEE TABLES MIN 27103I CONCRETE OR CMU 113.138 SIDE VIEW INSTALLATION NOTES; 1) ANCHOR EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. 2) QUANTITY OF ANCHORS AND MULLION SIZE SHOWN ABOVE ARE FOR PICTORIAL REPRESENTATION ONLY. BECAUSE THE ANCHOR CAPACITY IS BASED PARTLY ON THE ANCHOR TO ANCHOR DISTANCE, THE CORRECT QUANTITY AND LOCATION OF ANCHORS MUST BE FOLLOWED. REFER TO THE TABLES ON THE FOLLOWING SHEETS. FOR DETAILS A•D, EITHER THE STANDARD OR INTERIOR CLIP MAY BE USED. 3) ANCHOR HEAD TYPE MAY BE PANHEAD, HEXHEAD OR FLATHEAD. 4) WOOD BUCKS ARE OPTIONAL, SEE DETAIL C, SHEET 3. 5) FOR MASONRY APPLICATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTYAPYROWBD• • • ELCO ULTRACON OR ELCO 114' S.S. AGGREGATOR MASONRY ANCHORS. • • • • • • • • • • • • • RRO►IT ;6EW •• •• ••• •• • • • •• • L.t EXTERIOR DETAIL E: MULLION TO MULLION INTERSECTION NOTES: (U -CLIP) TOP VIEW VAR2St----1 tlTERSECTION UCLIP FRONT VIEW 1) MAY BE INSTALLED IN 'TEE' OR CROSS INTERSECTIONS. 2) MAY BE INSTALLED HORIZONTALLY (SHOWN) OR VERTICALLY. 3) SEE 11 -CLIP DRAWINGS, MEETS 21-23 FOR CORRESPONDING MULLION. 312 STEEL SCREWS, SELF.CRILLWO OR PRE.DRILL MULLION AND USE SMS SEE SHEETS 21-23 FOR HOLE LOCATIONS EDGE DISTANCE SEE TABLES 16.138 DETAIL D: MULLION ATTACHED TO STEEL STUD (STANDARD CUP SHOWN) TYP. ANCHOR PER SUBSTRATE, SEE TABU 18.138 SEE SHEETS 21.23 FOR HOLE LOCATIONS SIDE VIEW • ••• •• ••• • • • • • • • • • • • • • • •• • • • • •• • • • • • • • • • • •• 0 • 0 • • • • • • • • • • • • • SHEETS 5-20, FOR QUANTITY OF SCREWS. FOR STEEL STUDS TH21NE 1 THAN 113 GA AND COMPLIANT WITH THE FL BUILDING COMA 2X WOOD BACKER MUST USED. ATTACHMENT BYOIH9t8. USE WOOD ANCHOR SPECS )NOTES:. 1) FOR 2X WOOD -BACKED STEEL STUDS, WOOD ANCHOR VALUES MAYBE USED. 2) SEE CORRESPONDING MULLION TABLES, SIDE VIEW EOGE DISTANCE SEE TABLES 18.138 en L 1 8 1 JOS ,t11tIII,,I UCEMSF �.4 • No. 58705 73�,C•'• ST EO is. /'//ONAL A.NN1 , P.E. Fl P.E.# 68705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DETAIL F: FIELD -MODIFIED MULUON CLIP (F -CLIP) SEE DETAILS A.S SHEETS AND 3 FOR INSTALLATION TO SPECIFIC SUBSTRATES. DETAIL G: ANGLE MULLION CUP (ANGLE CLIP) MULUON 0 0 SIDE VIEW SHOWN WITH P X 4' X.128' MULLION STANDARD MULLION CUP MODIFIED TO PR FIELD CONDITIONS. MULLION EXTERIOR 0 EDGE DISTANDE PER ABHOR INTO WOOD, STEEL• ALUM, CMU OR MASONRY TYP. ANCHOR PER SUBSTRATE, SEE TABLES 1B -14B STANDARD CUP TO BE MODIFIED IN -FIELD. 0 0 TOP VIEW TYP. ANCHOR PER SUBSTRATE, SEE TABLES 1B -14B YXB'X.125' ANGLE CLP, 2PER MUWON END, MUST BE INSTALLED INSIDE OF MULL. DETAIL H: BAY MULLION INSTALLATION (ANGLE CLIP) 33. OR 45' BAY MULL TOP VIEW TYP. ANCHOR PER SUBSTRATE, SEE TABLES 158 OR 188 EXTERIOR 2' X B' ANGLE CUP, 2 PER MULLION END, MUST BE INSTALLED INSIDE OF BAY MULL. .• • • NOTES FOR INSTALLATION OPTIONS F: • • 1) DETAIL 15 NOT APPLICABLE FOR THE BAY OR 1.28' X 2.11' X.128' MULLION. • • • • • 2) SEE TABLES 18-138 FOR ANCHOR QUANTITIES AND SHEETS 21-23 FOR HOLE LOCATIONS. 3) THE 2X5 CUP IS NOT SUITABLE FOR THIS APPLICATION. • • • • • •• • •• EXTERIOR INTO WOOD, STEEL, ALUM, CMU OR MASONRY di /I • • • EDGE DISTANCE PER ANCHOR • • •• • • • •• NOTES FOR INSTALLATION OPTION 0 & H: 1) USE 2 ANGLE CUPS PER MULLION ENO. CUPS MUST 8E INSERTED INSIDE OF MULLION. 2) DETAIL 0: SEE TABLES 18-14B FOR ANCHOR QUANTITIES AND SHEETS 21-23 FOR HOLE LOCATIONS. 3) DETAIL H: SEE TABLES 158 OR 18B FOR ANCHOR QUANTITIES AND SHEET 22 FOR HOLE ••• •• ••• • • LOCATIONS. • • • • • • • • •• • • • • • • • e • • • • • • • • • • • • • • • • • ••• • U 1 5 1 6 g z 1 0 1 PRODUCE' WISED as complying wI hIbiFlotlda Dy Ce4a No : 1 i5.0i Bel TO ILIII II IIIi!!� `•‘�pN� LYNN 4/ ". LICENSE•' No. 58705 TF ?o a ATE 5 ',,fONALI .\. N MIL A. LYNLER, P.E. EL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • 00 •• • • • •• •• 080 • • • ••• • • ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE 1A 11=4/ I I Multon Capttolty Table Ob911t=) 21 Opening Wdtb (tor v5Naalysparnhg melons) or Openhtg Hap (for Ixtrkotteetsparring mulcts) 911 8011 7011 8011 OS In 103 In 12011 1407, 18011 1 x 2 x.128 Reetangaler Loading T•Ngtsmg. Wang Rectangular L0®dng Asp/bang. Lesdhg Rectengilar Wens Trap'fderg. Lo°dag Raemngder Loading Tee7181ang. Webb Rectangular 1ee4138 1°Wgleng. Leaning Reeler1110 Loecitng Trap/Mang. load% ' Rectangular towing t aplf fang. I.aa8ng R9ata5g46r Loaang R6p1Dang. Lembo 100000gulm 161209 Imp/Mag. L«dro l ii ii il 11 ii 11 li 11 ii II ii 111 it li11 li 11' il ii it ii II ii ii 11 II ii 11 il 11 ii IIf R ALUMINUM TUBE MULLIONS .ILL SPECS Detaing No. Sheet A 6300JR 5 at 25 ewes:es ar 03t14 ft= 3111 W14 NEW MULLS TO SHEETSET F 42b 114.0 408 129.8 332 93.2 408 118.6 326 799 408 107.8 321 899 408 104.4 310 83.1 408 (04A 319 66.0 408 1040 315 40.8 406 104.0 310 29.8 409 101.0 319 350 408 104.0 319 481n 74.9 312 839 268 82.4 312 73.4 262 828 312 87.0 248 48.6 312 832 248 41.8 312 81.3 244 37.6 312 810 244 212 912 81.0 244 28.5 312 81.0 244 23.4 312 01.0 244 50.13261n 63.0 281 70.0 234 632 281 81.6 228 48.8 281 65.7 224 39.9 281 621 222 36.6 281 60.1 220 31.0 281 49.3 219 225 281 49.3 219 22.8 281 48.3 210 20.0 281 49.3 219 0411 629 247 87.8 207 439 247 49.8 202 279 247 44.8 199 329 247 41.6 198 20.2 247 39.4 194 20.3 247 384 103 219 247 30.1 193 184 247 38.1 193 18.4 247 38.1 109 8011 30.4 200 41.2 170 32.0 200 38.4 188 27.4 200 31.0 163 24.0 200 289 180 21.3 200 27.1 169 102 200 288 167 18.0 200 24.0 140 v 8311 33.1 181 30.3 166 27.13 181 30.3 (62 23.7 181 25.9 149 20.7 181 246 148 18.4 181 22.8 144 18.8 181 .21.7 143 I 8811 289 186 30.8 142 24.0 186 26.1 139 209 1846 23.1 138 18.0 166 21.0 134 7211 222 139 2.3 120 18.8 139 19.9 118 15.9 139 17.5 1111 L 781n 180 125 10.7 109 18.7 126 16.8 107 78th 17.6 118 182 104 TABLE IB ANCHOR CUSTMENTFORMULA: 2 o� p Anchor CapaaityTable 096) R N 6 Ebbstaath2.7k Comets &IA Cow. Ham MU F eed MU 47 Wel Mehl IDPm) X ( ) ANCHOR CAP.,., ` An0larTypx 3118' Elco WhamWham1/4' E(80112eom W18'Eloo Maw 3116' 600 UIVOoon iN1,4,,Ebo Ulte0e4 1/4.886(80 8.1r18"Eloo Utsaph 114'80 E104 A9petiaar 810 Steel brew 81280801 s¢aw(oN 0128teA 8arewt�) MULLION CAP.„..„.AtlahorCllpPatteme1" USETHISFORMULATOOBTAWTHE 'ANCHOR /R i X fV 2 Edge D8 50oe 645 1• 2.12°1' 346 r 8 3.1' 1' 2.12' 1' 2.12' 3' 3418' r 5,46' 0.84' 0.324' CAPACITY REQUIRED' CORRESPONDING TO AN 1.- X Embedment 0t5 1.314' 1514' 1410' 144' 2' 1.1N' 1.1/4' 1.1/ ' 1-114' 1.104' INC r 1548• 1318' Wee ACTUAL PRESSURE REQUIREMENT FOR THE 2Aextao444.76.7sao.0.18m;11ad« Offset atp0tg.19 393 lb Mb On 450 lbs 89010s 1844 lbs 2706» 280lbe 364 Me 748154 3741° 9641(- 9020 341 ha 442 ma 6ODlbs OPENING, WHEN IT IS LOWER THAN THE MULUON a 4 An01ars61.16' Ma. O.C.l 811Mxd (orMel) CBp Pit. 25 480164 700 lb WA WA WA WA 38098 WA WA WA WA WA 66296 88688 112089 CAPACITY (FROM THE TABLE) OF THE SELECTED - 4Anchors W3'Mta O.C./(21246Angle Clips l(Fig. a 78001 mobs 820186 16802s (80808 64098 680 g8 WA 780116 74810 86010 18022 13 082 ms 08525 1120ULLION. .9 M IT WILL YIELD A MINIMUM ANCHOR 90 � 2A0h•5 00.46' /M O.C. /1.502,1410 .126' Arm. (F19. 45 WA WA WA WA WA WA WA WA NIA WA WA WA WA WA 718 Ohs CAPACITY WHICH MAY BE USED TO QUALIFY 1 Amber/ F420 (FMB. 89 185 RN 19624 225 25 44614s 872l8 135 he 14010 177186 37010 187 Ms 83216s 473 50 170 @6 22(0 240 The ADDITIONAL ANCHOR OPTIONS FROM THE 2Anahan 461.16.6165. O.CJ F434p014. 09 240a8 36008 WA WA WA WA 10025 WA WA WA WA WA 341 a8 44208 08024 ANCHOR CAPACITY TABLE NOTE: FOR THE OFFSET FIGURE 1: CUP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES FIGURE 2: AS THE STANDARD CUP. TABLE NOTES: • • • • • • 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. -- SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. - 1 1.000' I-- pD ��mp%SIg9lvNhthnlRxida ggp� 00d0 Ao0 91611e0N• ' ' S Jr. Q� „ • Yyrf.J,P FIGURE 3: 2) LINEAR INTERPOOAT10N BETWEEN MILL LENGTHS ANDJOR OPENING WIDTHS 19 ALLOWABLE. ..,/,,,,,,,,, """ ' . 4 . 3) MULLION AND MU WON CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLESTOBEDRILLDINTHEFIELDFOLLOWINGDIMESONALRETRICTIONSSHOWNONSHEETS21-23 2.000' FIGURES SHOW SUGGESTED, APPROXIMATEHOLE LOTIONS luI' il0and 'oda' ^^°(Conon) ' ANGLE CLIP MUST BE USED I N PAIRS. ••• •• • • • •• 1�, 4) SU TES: QONW S►IALRCNFOM O ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCNUN TS LGI�OjIEO BE ,•',10EN�. 'i: F P FIGURE4 FIGURE B: AIi j0 ASTM C-90. WOOD SHALL 1 ( PRESSURE-TREATEDOF .126' FIGURE O: YELLOWSOUTHENN E�VI lC�y3ttll��DDpp�a55.ACLe4INUMSHALLBE8083-TSANDBEAMINIMUM OF.126 I *' No, I. 1. I I • THICK gTLEL S VE A 1)►tl� GP�DE91iAND .048' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT Y %Y X .125' MULLION LEAS I'.{�8 T AND A38 ALL ANCHORS INTO METALSHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND 58705 _ -O THE MATERIAL. #10 8 #12 ANCHORS INTO WOOD MAY BE STEEL, 18-8 S.3.OR 410 S.S. • ••• •• ••• • • • • • • • • • • • • • • • • • • • • .. • • • • • • • • • • • • • • • • • • • •• • • • ••• • �o , s arE145 . 13: ,0••••'<OR1DA,.••'�C��• ....... r'',S/0NAL NG`• A. LYNIJIMILLLR P.E. FL P.E,# 68705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • • ••• • • •• • • • • • • • • • • ••• • • • • • ••• • • • • ••• •• •• • • • • • • • • • • • • • ••• IMO aw BPttoto •91 tomq en OSSIA8113110094 O 0 N asr g ja 1 1 (DE SR CNit NOOXIV1.9L£' X 3 X.1 .000'7 {� • ••• • • • •• • • • • • • • •• • • • • • • • • • • •• • • • • •• 0 • • • • • • • • • • • 'S'SOtoDO'S'S9.97"oats A)W1Q0MbO14eI H&&# ZI901# U31VW3H1 ON0A38 90V3UH1 M38109 £ 19V31 1Y 0N31X9 T1VHS 1V1318101NI SSIOHONV 1141 WV OW )IDIH1.9Z1' 1SV31 1V 38 01.13319 T1Un13nH1S'(30nv0 9t) X09141.940' ONV ££ 374410 voniiiNsv V 38 at 901110133i0 Nam .9Zt•40WfIlNWV38(INV 9118993811VHSWRNIWn1V'99'O40OSNVH1IM3Nld 011 •.AM10113A O31V3141-3HfSS3dd 38 TIVHS OOOM'09-3 V4LSVIOFL9 (felt 1� • : 3YION0o 711i 03-1nole ONV MOIIOH'SN011V014I03d9 1091%01 � l S O •+ :531 • sons (4 • • 'SNOILY3013#0694118181XGU1I V �'3 L 30609 MOMS 9118111014 12-IZ 9133149 NO NMOHS SN0I1018I1S31I WVN0I9N3i lio ONIMOI904 04314 3141191 am*, 38119310H 3990 S133HS 39S'SNOISN3111010VX31I04 '31V00 01 ION 38V NMOHS S3110 NOI11fW ONV NOITIMN Is 318VMOTN SI SH10IM ONIN3d011O/ONV SH10N3111f W N33M138 NO11V 10NU31Nl NV3NI1(9 'SOOHI3W NOILV IV1SNl 1V113N30 804 4-9 9133H8 398 'ONIOVO1 NO NOIIVWU04NI 1104 9Z 13314S ONV 9918V13H1011911 NO SNOl10na19N 4104 t 133149 339 (1 310V1 ALOVOVO 11OH3NV 314191014 9N011810 UGHONV 1VN011100V A4IM)0 010390) 38 AVO H01HM AlIOV4V0 110140141 WfPIINIW V 0131A IIIM 11 'N01 OIN 03103139 314140 (319W13141 4l0414) uIOVCVO NOrnnW 3441 NVHI 413M01 St 11 N3HM ,ONIN3d0 31418041T31N38111103)3311099384 lVnIOV NV 0108.80N0313310300 Mt:11003H AlJOVdVO 80140NV. 3141 N1V180 01411091104 911413841 'a'dV0 4OHONV (u, ,, .dtl0 NOITInW x t d0) 4410 aOHONV / tVinwao. INEIV11811r0V1JJOVIIVO UGHONV s.5310N 318%1 • • • :93811014 xt3llneld '3111Vd N10391138 isnW 4110 319NV • • • • • • 3Z 3111101 • • 743494)844 • • T 3110014 • • a 3anol 691090 91 E40 801140 WN WN 984 WN YM __ 93987 _._.__-._____..._..-�-�...�....�w 1144 YIN WN 1101 91090 �ov..v...r•..rr.•r 91 0117 ren. a.I 31.988841 irI1GVi.91V1Y 48'dkdd904e013 l94All ffi19046041 89109E 401 tit 081 014 001614 91100 91180 91010 801119 081 011 019001 041 LLB 081 966 081 0.11 91991 00 Gs 44 044) d1 - /0401Sy 4 91991 YON VON VIN 1,!N WN WN _ VON 1171 VON VON 1184 1184 1M4 VIN 44'61iI'920N14t1'000*von /'0'0lave 4107YO 08+9001,0 _ 910114 881 09a 91188 910081 91099 91961 91091 1184 90 090 91009 910091 081 0840 91089 94094 91091 ls'e19 / 9dto 91021142¢ t1) /'0'O s09.0 fa =sow ► 00 0811 91009 081 099 YM 1144 VM VON YM 91080 VON WN WN 1141 91001 91094 - arta) 4906092020) 0291992102919920291992113/ bb 743.907 g0124931 o 801090 841046 00 471 91969 salsa est us 91041 091 090 0009E 0011010 914797 91069 eel oat 91980 08030 01 184/830181804.8 08 8 /'J'O'0M act a) wows O 04297 901 .0004 .0 4l1- .44.4 .113-1 J/4-0 .11111 .41P0 z .OA`L 0404 Ole -o .610.7 19010910490013 82o9A9ddfl01011auV 031'0 .150 .969 .0 .807 .0 .4141 1 All .1 .131110 .1/60 .1 20.1 .4 109 9001993 KPH t981L9319e Psis 014 790124.09 P918 E10 (940120008 18919 Ole 00e009e011 •01389.141 0000810 KM 310 /019000aV pop es .os mom GM .144 900*91109aWe 2aaeMy3 000 Ale swum ste.44 0008mna0p.91I1 :0411+90000 1403 909M14 Ma 00/01 _ 18900'11401 '00002007 9008000947 /81921919 (9111.14191 611oedMO10110u1/ YL 3173111 _ CLL 91 0 LLL Let 0198 p _ - 909 la Me 491 90 091 PK991 908 009 141 031 89 001 691 1101 171 191 191 iel 9371 991 991 at 191 191 191 391 191 991 139 081 111 091 031 LLL SOL 991 190 081 9E0 991 981 381 091 14 e1 891 891 9911 e'0 891 est 700 831 049 191 IDL 991 CBL 691 000 091 081 491 010 011 L91 910 000 191 Oil e01 010 871 Ell 010 101 931 at 009 az 990 0101 911 0131 913 -Eta CLL 901 999 931 BTL 111 090 4R 091 091 1'09 031 091 191 000 9011 030 491 991 931 971 981 610 990 La 181 871 991 091 981 0'19 92 099 0171 601 1'10 961 6011 143 990 199 Olt 033 990 911 Lk ea Oa 00 919 09 091 00l71 893 080 46 9'11 983 111 900 676 1181 091 072 996 991 096 9199 062 63 /94 991 Ca 670 6911 191 Oft 681 We 471 Da Let la 800 010_ 1'10 190 090 1011 991 691 Bet 100 996 /811 491 963 190 181 840 1190 1119 081 979 0309 190 996 616 9381 991 096 616 1171 141 906 KC 090 990_ 076 160 7370 441 994 009 9700 080 990 616 0130 690 019 6e1 041 010 919 1100 019 913 999 Ks 179 409 111 919 096 190 011 EU 904 8308 111 919 006 590 611 ale 006 176 911 _0'68 000 9'16 810 048 0011 609 we 171 0011 010 etc e99 0011 171 yes 109 006 699 499 990 OW 996 071 99C 099 996 0'16 931 099 990 096 091 009 8911 810 101 1'48 896 919 001 909 696 999 990 998 896 1'61 011 998 991 698 816 9411 996 1'101 91919'09 981 986 109 091 080 018 LOO 696 890 0330 109 109 961 098 109 991 Lee 990 109 919 8811 9701 109 0111 006 (VOL 109 698 006 0911 L00 6'101 010 0901 LOB 9711 91 BY 010 8991 0139 199 140 6901 099 819 119 9991 199 191 119 ea% 00 9139 110 9991 099 9901 919 99911099 9011 909 0311 1130 1901 940 031E 089 0991 891 0001 078 01111 4L6 1111111111111111111111li .i i gi i li i gi i li i li i II ii 11 i 11 /1 11 i 6 /1 11 i 11 /i 11 i 1111 li i 11 ii 11 i II li 11 i 11 li 11 i 11 li 11 i 11 li li i 11 /1 11 i 11 ii 11 i usame eqni111111ef 919.119 0 3, 49001 0018494nl Mom 29100014099 693101 9901114021 8103107 09020*1041 013907 '0011191. 93101 Ka/0M swam '01091A19LL 021001 /09199/199 80301 812041110021 Mesas 87100110041 904001 1588118184 913101 891003090 04099, '94044A949 90Ken 129.081009 040007 099910911 00:897 099001910031 Oven '02921914) 6249901 +4801110001 4091 4061 Meet 4001 408 431 9101 409 409 (*099191 S1Wed9491BeePW L09)O4d40H dultled010 (09IOII(1W e1110906649041921.101) am 0UIuedO puts 0304.0309093 41e91II 4I YL 3173111 TABLE 3A Mutton Capacity Table (befit') 1 %2.763 .378 Mullion Alum. Opening V1h (for ve tIcally-apannIT mullions) orOpening Height (for honzontelysparcing 6085029) 501. 8030 701n 80In 601, 1001n 120 In 1401n 1600, Renfongut• weal Trap/ Mono. L*Oar Tteotangular Loading T.3P'Itlrm& Loafing Reot•,giar Loaang TmMd•g. Leamg Reetenplor Laaaag T0ep1583 . Loafing Rentan98u LoaOng 7rapittlang. Lotting R4 Loaag TmpRAmg. Loading Reatemplar 145018 Tmp/Tderg. 13x70.8 R03bnguter twang hop/Meng. L018n0 Reefarlgdar Loading 1Yepmlm0. Le303g 3.138' 11 it1 ii II II1 ii il h1 li 11 II li 1 II h1 ii II h1 li II h li 1 11 h1 li 11 h1 li 111111 h1 4Lnobomtit 4.78'MIL O.O.l0lend*Norleeet h1 li II II li 1 II h1 ii 11 II li II li II ii II ii Il 005185 1 i781n • _. 421n 170.0 820 170.0 435 170.0 744 170.0 478 170.0 688 170.0 608 1700 802 1730 519 170.0 1118 1700 621 170.0 1240 170.0 621 145.7 1301 170A 621 1274 1301 170.0 621 111.6 1301 170.0 621 481n 170.0 706 1703 524 170.0 860 170.0 584 170.0 992 170.0 830 175.8 1133 170.0 881 161.8 1139 170.0 877 136.0 1139 1700 880 1134 1139 170.0 880 074 1139 170.0 680 88.4 1139 170.0 680 80.625 In 170.0 747 170.0 583 170.0 69e 1700 631 187.6 1032 170.0 884 1484 1035 170.0 723 130.6 (402 1704 747 117.4 1002 1700 756 979 1092 170.0 700 83.8 1032 170.0 708 73.4 1032 1700 768 04ln 170.0 797 170.0 612 181.3 007 170.0 681 1383 607 184.7 730 1264 907 152.6 730 107.5 907 146.0 714 00.6 007 14E1 712 804 807 140A 709 69.1 907 140.0 709 804 907 140.0 709 600. 141.1 736 181.6 625 117.8 735 130.3 611 1004 736 116.0 688 86.2 735 106.2 590 70.4 735 89.6 683 2 78.6 735 05.1 678 60.8 735 51.8 574 00.4 735 81.8 574 44.1 738 91.8 574 931n 1219 868 1304 570 10(6 668 111.6 667 87.0 808 88.6 547 78.2 868 90.1 638 57.7 868 03.0 831 604 658 704 626 60,0 668 75.6 521 43.8 888 70A 521 36.1 688 70.8 621 8810. 1080 807 112.4 622 68.3 607 68.1 011 98.7 007 66.0 501 863 607 77.1 403 654 SW 71.6 488 53.0 807 87.8 481 44.2 607 83.4 478 319 807 52.7 474 33.1 807 82.7 474 721n 81.8 610 83.8 443 88.0 610 73.0 4343' 510 84.3 425 81.0 510 579 418 46.4 070 63.3 413 40.6 010 00.0 408 34.0 510 46.9 402 292 510 44.4 398 225.5 610 44.3 389 89.4 468 720 400 074 463 61.7 392 494 406 54.1 286 43.4 458 48.6 375 38.5 458 44.5 373 34.7 468 41.6 388 289 468 37.7 382 249 468 38.0 358 21.7 458 36.7 358 781n 042 436 87.0 381 63.6 436 68.8 373 454 435 499 368 40.1 425 44.7 380 35.7 436 409 356 32.1 435 38.1 351 2 28.5 435 34,4 344 229 436 32.6 341 20.1 436 32.2 340 92 In 419 327 43.1 290 34.8 327 30.4 285 20.9 327 31.8 203 201 327 28.5 276 232 327 225,7 271 202 327 23.7 258 17.4 327 21.0 262 14.9 327 16.3 708 03 In 34.4 287 35.4 357 28.7 287 26.9 262 24.8 287 240 248 214 787 23.1 244 tat 267 204 240 17.2 257 19.3 237 14.4 281 169 232 10814 24.2 227 24.7 206 20.2 227 20.9 701 17.3 227 15.0 185(10.1)222 7 130 199 1111n 22.3 215 22.7 194 184 216 19.1 101 154 215 18.6 166 1201n 17.5 184 17.9 187 AnchorCapee ly Table (flbs) AnchorCOpPattemaMaconAepeoamr 8.650el0 ERCaa,adie 3.53 Cone. No0orCOW MAO COW PTWo0 14001 Aedi1td77p6: 3/18' a.m... 114' Eicolkacs, U Mr Euro 3218' mow,. UP Ebo i6im0an 1µbe ' 88 E 6116' Eke Macon 1/4' 88 8341791001e Ann:WON 1 401410 PM 012 Bleat 134490 095) 612 ste01 54m830) Edge 01313nao bat 1' 2.12' P 2.122 3418' r 2.02' 1' 2-12` 2' 3.138' 2' 0.40' 0.54. 0.324' Embedmentpnt 017 ft. 1t 1-3µ' 30080 1-3/4' 70011* 1.374 25005 , 1.314" 800 ma r 1944 ma 1.1/4' 270 km 1.174' 280135 1.114' 384165 1-114' 740 R3 14µ' 974 Ito 1.1/4' 084183 r 8485a 1418' 341 Ib* 132' 442 he %efts 08063 4Lnobomtit 4.78'MIL O.O.l0lend*Norleeet 4 Mahon, ®1.78 Mkt O.C. / BlatMmd (*O43e2 alp pg. 2t 480 Ms 70010a WA WA WA N/A 380 ms WA NIA WA INA WA 802 he 005185 11201 3 4 Mations 423' Min 0.C.I (2) 246 Angle 45721 f19. 3? 780@3 780118 880185 1800183 1808 Ms 540.0 580 On WA 76480 7481b. 880183 189283 892185 885143 1120 n3 2 /wbra (0 0.46' Mtn. O.O. / UCht, 840.126' Atom. (R9. NIA NIA WA WA WA WA WA WA WA WA WA WA WA N/A 718185 1 Anchor/ F4:$pMg. et 19565 198.3 970.3 440185 87105 130108 1404 177@* 370110 1570.e 3321bs 47316* 170 IQs 221105 260163 2 Anoka (01.10' Mtn. 0.0.1700 Mfg. 8? _ 240115 36003 WA NIA WA WA 100Ito WA WA WA NIA WA 3411b5 442 Ms 500183 • FIGURE 1: • • FIGURE 3: • • FIGURE 4: • FIGURE 2: • • • • • • ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 5: FIGURES: • • • CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. ANCHOR CAPACITY ADJUSTMENT FORMULA: Pp..) XANCHOR CAP.,,,,,,,,), ANCHOR CAP.,. MULLION CAP.,,,,,,,, / USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN ITIS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULUON. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES; 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. eo 2)1-1:"1411110141344 INTeO4T4I B EN•MUCIL LGNGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. 3) AVON AND�I000 CLIPS SHDNN ARE biDE TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TD BE DRILLED IBPTH! FIeLDDIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGIQRRS SHOW SUGOBSiEO, APPROi0' M T LE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM 690. WOOD SHALL BE PRESSURE -TREATED Y8►LOW4804THERN PIGS• WIRPAI9 SG OF 0i A All UM SHALL BE 8083-75 AND BE A MINIMUM OF .125' *MIK. STEEL STUDS•1' 8E A ',NUM RS 3 AN1�.045' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT 1 EA r .1 �TH/CLC 8. A A ANCtilOR8101TO NEM SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE :IAT,'7!.' 510 1 OBS INTO WOOD MAY SE STEEL 18.8 S.S. OR 410 S.S. •• • • • ••• • -1 1.000' 1' X 2.75' X .375' MULLION 1 1 2 cn 5 U 2 IL' 1 Na70t ':.. , ct Control •‘` N`t 11-Y" /19 //,�� cL' No. 58705 a pp 1P1C .•��_ tS10. ` . NAL A. LYNN'MILLE`fi P.E. FL P.E.$ 58705 • • • • • • • • •• • • • 04141 • • • • • • • ••• • • • • • • • • • • • • •• 4141 • 0.41 • • TABLE 4A MuHon CapitohyTable wee) 1 x2.78„ .880 MT;bI Alum. Opening Width ger vedlca5y-9panntgnuiUons) or Opening Height (torhoAnortayysparrir3 trams) 5019 60 eh 70In 0091 001n 180 In 120 In 1401n 160In Rectangular Loading Tt5plThang. teasing Rectengider Leming TrapMfang Loafing , Rectangular Loadng 71ep+01an3 Loading Rectangular Res Loadng 71aN NWi9• leading Reotengol• Loads@ Twp3Mp •. Leading Rectangular Loafing Nap/Wang. ling Realmwlet Loam Trep/Tdang. teasing Rectangular l.osdng Twpl111an8. Loadng Reg3gul8r Loading 103917 en9. Loafing n faf h ii0. h flfl 0924' 11 f � if � 11 a ii f a i 11112U 7a JUIIIJU 1-114' I 1438' 1 U ah1 8.{y il a1 iHH1fliI a 69035 la 11f ih I1 I 11 h ii ili h { I6001 3S 1 42 In 170.0 820 170.0 435 170.0 744 170.0 478 170.0 688 170.0 508 170.0 992 170.0 510 170.0 1116 170.0 521 170.0 1240 170.0 621 170.0 1466 170.0 521 166.7 1820 170.0 621 138.6 1820 170.0 621 46In 170.0 706 170.0 624 170.0 530 170.0 684 170.0 802 170.0 830 170.0 1133 1700 081 170.0 1278 170.0 877 170.0 1417 1700 680 141.7 1417 170.0 580 121.8 1417 170.0 880 1063 1417 170.0 880 60.52bh1 170.0 747 170.0 503 170.0 688 170.0 531 170.0 1048 170.0 684 170.0 1105 170.0 723 162.8 1258 170.0 747 145.3 1268 1700 756 1219 1268 170.0 760 104.5 1268 170.0 768 81.4 1286 170.0 768 6419 1709 707 1709 812 170.0 866 170.0 691 170.0 1118 170.0 754 1607 1130 170.0 603 133.0 1160 170.0 837 1259 1130 1700 658 1006 1130 170.0 881 86.1 1130 170. 881 75.3 1130 170.0 561 6081 170.0 085 170.0 701 1486 016 182.3 781 1706 016 144.5 740 1069 816 1323 736 87.8 845 1239 728 87.0 816 110.6 720 73.2 615 114.4 705 629 016 114.4 715 54.9 516 114.4 lib 831n 151.6 030 1819 710 120.5 630 1389 604 105.5 630 123.2 861 84.9 830 112.2 670 84.4 630 104.6 662 769 830 p.4 860 83.3 630 84.8 840 54.2 630 64.1 840 47.4 530 06.1 645 132.1 757 1409 650 110.0 767 1186 838 94 757 105.0 824 328 757 98.1 814 73.4 757 M.1 808 86.0 757 64.2 800 566 787 78.0 583 472 767 78.2 681 413 767 753 691 7251 101.7 838 1086 602 84.5 096 61.0 BW 72.7 WH 80.1 630 836 838 722 621 66.5 836 686 514 60.0 838 62.3 508 42.4 896 673 600 38.3 838 653 457 319 836 822 487 78In 88.5 071 904 496 72.1 671 78.5 488 8 1 67A 470 04.1 675 809 471 48.0 671 6.8 464 43.2 571 5116 459 38.0 571 47.0 461 309 571 44.5 447 27.0 571 MA 448 7501 80.0 642 83.4 474 807 642 70.5 455 57.1 642 621 46e 600 842 55.7 449 44.4 842 61.0 442 45.0 542 47.5 437 33.3 542 422 470 209 542 409 425 200 542 40.1 423 9013 821 407 53.7 381 43.4 407 45.4 350 37.2 407 50.8 348 326 407 363 343 28.8 407 32.1 338 286 407 208 334 21.7 407 a1 327 159 407 24.1 322 183 407 23.0 319 8819 42.9 368 44.1 320 35.6 358 37.2 314 30.7 360 32.4 308 26.1 358 288 304 23.5 356 28.1 300 214 368 24.0 268 179 328 21.0 269 163 358 19.2 284 1003 301 283 306 705 26.1 253 280 251 21.6 283 22.6 247 169 283 189 244 16.7 283 08.0 240 101 283 184 237 1111n 294 267 253 242 23.1 207 23.8 236 184 287 206 235 17.3 287 18.3 231 16.4 297 18.6 228 12019 220 229 223 209 18.3 220 16.5 205 15.7 229 503 202 TABLE 4 Anchor Cepa0lly Table 8be) AnohcrCIlpPatters 95841,338 279 Corsa@ 3.6kCone. HnOnwCMU Filled 02411 PT Wood Mehl Anchor 1309 3118 6l5otatreoen 114 t]ooUOaocn 8/18.Elea Mato ffi18 EboUbOoon Iia Ebelatraacn U4.88Etc Aggw0563r 8It8•Etae 12pa005 tq•88Ebo Agweelator 010 Med Screw (05) $1280591 Saco $35) 4138324 Wow (851 Edge distance 053 1' 2.1R' i• 2-i!I' 336• 1' 2.32' 1' 2.12'2' 2' 31/8' 2' 0.43. 0.64• 0924' Embedment (153 134' 1.304' 1.344' 1.914• 3' 1-04' 144' 1.114' 1-1/4• 9114• 1-114' r 1438' 14/8" Wes 2Anabote®4.76'MIA OA/Sta5 and or Mad Clip 049. 13 39095 320105 450105 69035 1844105 27011• 200105 35495 14035 37480. 684 Ea 648116 ' 34135 44''.. X35 4 Anchors @ 1.18' MIL 0.9 / Mandrel (or Meg CIO 093.23 480150. 700105 WA WA NIA NIA 38035 WA NIA WA N/A WA 682 35 (-�4,,j�, ' 1120105 4 Armors ®r MBL0.0./(2)256Antl03a s/(015.33 78095 780®5 890185 15603s 189335 64005 66034 NIA 760105 746185 630105 189235 682195 c."..jrn 11703s 2 Andhra @0.45•M35. 0.0 lUQlp, IMo.128•Atan. 09g. 43 WA WA WA WA WA N1A Nal WA WA WA WA WA Nal 71535 f Anchor/9.03(933.63 185 303 Nib 005 226165 445 Ms 82219 138®3 14038 17705 370165 10730. 3321055 473 Me 170Ms 22135 28035 2Anahgs 491.15' Min. 0.0/ F. (Fig.53 24035 35035 WA WA Ngo NIA 19035 WA WA WA Nal NIA 34135 443105 85035 NOTE: FOR THE OFFSET CLIP, USE THE SAME ANCHOR PATTERN AND ANCHOR VALUES AS THE STANDARD CUP O CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24 IIGURE 1: • FIGURE 3: • • FIGURE 4: • • FIGURE 2: • • • • • • ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 5: • FIGURE 8: • • ANCHOR CAPACITY ADJUSTMENT FORMULA: (DPS) X ( ANCHOR CAP.,, "") ANCHOR CAP.. MULLION CAP.,®.,,,, USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TOM ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN ITIS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WEL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 26 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) UNEARRTEI t .T14t4 WwEgN MU L LiiNGTIAANDIOR OPENING WIDTHS IS ALLOWABLE. 3) MULL:3N AND MUWON 401PSOHOWNIARBINO, TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES MBE DRU*L90 O1TH! FI!LD SO G D NSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW U•K4•GE •5F APP( illltl ITE -04 ` TIONE 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.55. ALUMINVM SHALL BE 8083-T5 AND BE A MINIMUM OF .128" THICK•STEIMAITM)DS TO B! A MIR114 .% G AN ' THICK (18 GAUGE).. STRUCTURAL STEEL TO BEAT LEAST .116' THICK AND ALL AI•�AORS I O T� WALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THEIMgERIA1 810 yl vasINTQUNOCS MAY•E *TEEL,18.8 8.S. OR 410 B.S. • •• • • • • • • • •• • • • ••• • 1.000' 1•X2.78'X.650'MUWON 3 m Z ift U a 2 N yE Ol OO tm 1 •9. 5 1 N d 2 6 PRODUCTRMVISBD IS complying X48 w95 656 Florida %amp= No 0-4104 %20'1,(0. PredboConUel ‘01 \0�441�� i!i''i ................... LYNN,\GENSB••.,4 is 41. No. 58705 ' p '• S ATE D C1 S••.�LOR10P.•�G\?� i',,1 bONA'1.. A. LYNN)MILLER, P.E. FL P.E.A 68705 ••• • • • • • • • • • •• • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • TABLE 5A MWEon Capacity Tab Eben') 1"x 3.128" x .500"Ahem TubeMuu Opening Width (torverJce91rep31Wng 80 41 nem) orOpeningHo�ht 4041 (for txximnlety.sparWng661400880) 1001n - 12041 14041 10041 501n 6010 701n Raalm90ar Loading Trap(Tdmlg. Loathe] RectangularTrapRda<g. Loadng Loafing Raotengufar Loading 8ep?Aan8. Loadlp Rectangular loafing 1 Rang. Loafing Ream**. Loa•ad ikpt5l . Lowing Rectangular Loading Tra9'Otang. Loadeg Reote4005 Loading T11•1MsnO. Loafing Rectangular Loading TragMeng. Loafing Re4mg�dar Louing Tlepr7d®g. Loans it �' it it �� 11 i �' 0.524' hi 1374• hi li II ill li 11 hi li 11 hi ii II 1 ii 1 II hi li II hi li II hi ii II hi li 11 hi li !I hi ii 11 hi ii 11 hi ii II h l 3fr 421n 170.0 1320 170.0 435 170.0 744 170.0 476 170.0 888 170.0 600 170.0 082 170.0 519 170.0 1118 1704 521 170.0 1240 170.0 521 170.0 1486 170.0 621 170.0 1735 170.0 621 184.4 1802 470.0 521 4941 170.0 768 170.0 524 170.0 820 170.0 564 170.0 092 170.0 630 170.0 1139 170.0 881 170.0 1275 170.0 677 170,0 1417 1704 880 167.7 1677 170.0 680 135.1 1577 170.0 860 116.2 1571 170.0 080 6092541 170.0 747 170.0 563 170.0 898 170.0 831 170.0 1048 170.0 684 170.0 1105 170.0 723 1704 1345 170.0 747 170.0 1494 170.0 756 141.7 1495 170.0 756 121.5 1408 170.0 758 190.3 1495 1703 758 4041 170.0 707 170.0 612 170.0 958 170.0 091 110.0 1118 1700 754 170.0 1275 470.0 813 186.1 1401 170.0 037 149.5 1401 170.0 858 124.6 1401 1700 661 100.0 1401 170.0 861 03.4 1401 170.0 681 40 41 170,0 086 1700 701 170.0 1963 170.0 797 156.5 1156 170.0 676 13&7 1156 187.0 028 123.3 1188 155.5 017 111.0 1106 140.7 010 028 1156 1444 903 768 1158 144.8 003 60.4 1166 144.6 903 631n 170.0 930 170.0 745 1589 1049 170.0 180 197.0 1049 185.6 560 110.0 1040 141.7 848 106.5 1049 1320 830 05.9 1049 1264 826 708 1049 119.3 820 084 1040 110.8 516 59.5 1040 118.0 518 6618 188.8 856 170.0 788 135.0 840 161.3 804 110,1 856 133.7 788 104.2 055 121.4 776 02.8 056 112.6 765 83.4 055 108.4 767 849 055 65.6 749 68.8 955 98.7 748 82.1 866 80.7 748 7213 1669 etc 134.9 857 407.0 603 1149 892 91.9 603 101.1 670 60.3 803 812 656 71.4 603 038 849 642 803 78.6 842 83.5 640 72.2 632 454 503 (804 828 40.1 803 68.7 827 7041 109.2 721 114.1 628 01.0 721 07.0 818 700 721 85.1 605 088 721 789 640 40.7 721 70.1 680 549 721 864 670 45.5 721 55.4 545 369 721 508 884 34.1 721 66.1 663 7810 101.0 684 105.4 809 842 884 89.4 587 72.2 684 76.4 570 83.1 684 704 887 601 084 1344 558 80.6 684 504 551 421 604 64.1 541 30.1 884 51.3 538 319 504 50.8 034 90In 40.6 814 07.6 460 84.6 514 67.3 448 47.0 514 60.0 440 41.1 514 44.8 433 38.5 514 409 427 328 514 37.3 421 27.4 514 339 412 23.5 614 304 401 204 614 20.0 403 8861 54.2 482 65.7 404 45.2 452 47.0 390 36.7 482 409 390 33.0 452 38.4 984 39.1 412 324 378 27.1 452 30.3 373 229 452 254 385 19.4 462 24.2 368 1840 452 228 340 404In 38.1 3577 384 322 31.7 357 327 317 27.2 387 28.4 312 239 357 268 308 21.1 357 32.7 303 18.0 357 20.8 205 169 357 169 201 148 357 16.2 257 11.6 357 15.0 253 11141 35.1 396 354 308 20.2 338 30.1 301 25.0 338 28.1 408 214 335 23.1 212 169 338 20.6 288 174 338 109 284 149 335 154 274 129 336 14.6 279 11.0 338 13.6 260 12041 27.7 289 289 283 23.1 288 23.7 239 19.8 289 204 256 17.3 788 16.1 282 16.4 850 15.3 249 13.6 289 144 248 11.6 240 129 240 0.0 269 11.4 236 0.7 202 10.4 232 TABLE 58 Anchorepadty a aVba) An044070110 PMHeme S19s4nite 23xCarafe O.511Corm. Hoke 13914 F3e00MU PT Wood Metal A1Kh71ype S'f6'S9eoudlecm 44'EIcoUNOcm 4216' Elco Macon Elco Udlam Vd•ExoUdalcm 44.38 Eta Aggebst• 6113 Elco U015904 VP SS Elco A0910314C4 #10 Red Saw OW) 612 Steel 04100 635) 412 Stmt Strati (GM Edge Ottarre89) 1• 2.42 1' 2.112 3.113' 44 3442' 1' 3443' r 3.1/13• 2' 0.40' 064' 0.524' Emlxvnn956h 1374• 1404' 1.9/4' 1.844• 2• 1.44' 1.14' 1-1/4' 1.44' 14/4' 1.1/4' r 143/21 1.5(8' 1a154 2Am4o0470Mm.O.C./ MAMBAS Cr Mosel Cop pg. 4 50040 30040 450.0 M0440 161440 2702e 22040 96140 740 Se 37446 09485 64585 84125 442 na 860.0 4 Arohaa 401.15' Rift O.C. /Mredard (orOBet)4mp Mg 2) 480145 70034 441A ISA WA WA 30600. WA 5/4 WA WA LEA E8240 886.1 1120196 4Arc ben 82Attn. O.O. to) al. A1gtaOlps/(1.35 78040 78640 MOM 166040 180805 640.5 512130 WA 760190 74855 880®0 1892 to 602180 64504 11209e 3A1xM4400.4&NM. 0.0./U4dip, Into .1217 Alum (Fig 4) WA WA WA WA WA HA IDA 1401 WA WA WA WA WA WA 107335 1 Anchor/F-310(7180) 15534 10500 ffi1bs 445 d8 62234 1353s 14039 171•s 37030 10734 53240 47330 17030 22138 280 Its 2Mchen 401.113'4430.CJF429(Ng S), Mnre. enc. 'rue: neceet n, ,n ,,...... ,.- ....... A ..... 24634 .........�.._... 35030. WA .,_ ..._. WA .......... 44/4 - . - - 444 10034 . 8/A - 114.0 WA 1UA t0A 34131 44234 680 Me FIGURE 1• • • FIGURE 3: • • FIGURE 4: •• • FIGURE 2: • • • • • • ANGLE CLIP MUST BE USED IN PAIRS. FIGURE 5: • FIGURE 8: • • ANCHOR CAPACITY ADJUSTMENT FORMULA: (Dp.. ) X . ANCHOR CAP.,,,,,,,) a ANCHOR CAP.,,, MULLION CAP.,„,,,„„, USE THIS FORMULA TO OBTAIN THE ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. R WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TA OTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 28 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTAUATION METHODS. 2)LINE9FUNTt cip9LArOldBE77 EN1WLbLENG3MSAND/OROPENINGWIDTHSISALLOWABLE. 3) ML LION AND MULLtONCLIIeB MOWN • ••0J TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES URES SHOW II0.EIgN7}?HEf)ELO F Lt NG b1MEN T ONAL RESTRICTIONS SHOWN ON SHEETS 21-23. 00 000 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH //ANNN SG OF 0.C� AL UM SHALL BE 6083.45 AND BE A MINIMUM OF .128' THI$K. ST!BLeTUDS TCPBt A • UM GI�LiE_33 •945' THICK (18 GAUGE). STRUCTURAL STEEL TO BEAT LbiSl•.125' CK AN ALL CHORE Mr•TAI•SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND TREATE 1112 & L 4C4&0RS INTO WOOD MAY BE STEEL. 18-8 S.S. OR 410 S.S. • •• • • • • • •• •• • • • ••• • 1-1.000'-4 1'X 3.128X.8'MULLION (1' VF MULLION) rn 03 1 1 L 1 O N U3�JJ a yya 2 1 N O PR,O,,,D,,.U,,pC�T�R,,BWSBD tl oonntly00$ Pith the Flodd6 %UN Mb 470 ' bv41 010801 ‘‘101111144,,, NN,041 LYNN M�(��ipi 4,10EN3Lc <3:, No. 58705 -13 nor I A. LYI4I4IIk)II!li}i. P.E. FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 000 • • • 000 • • TABLE OA MuWon Capacity Table (I1sf1t1) 194x.128 Opening Wldlb (for wlrlicely-sparWrg mte2on9) Or Opening Height (for hod30NPoy-warring 0UOorts) 601e 80 in 7019 8011 004 1004 1201n 1404 1804 F0.74119189/ Loans T7epT2e2114 Looting Re81e/06e7 Locoing T01pD1114. Loafing Reo44191r Loading 71011,21108 looting R4o1on001 Looting 7919713161. Loafing R4stang41v Looting TAArmang. Losdtg ReoleoPler Lee4n0 Trwrdeng. toa6og Redondo LoaObg Tiep1d4g. Locoing Roctengda Loafing T3p/Udang. Looting Reolmgular Loadns Trap/16otg. Losing NUM.TUbe 09 5124pi 1 111111 A, 3.118' pi 0000 pi 0.324' pi 00t i1 �h H p H p i � i z. 1 11 145' 11 wiles h1 39088 I1 do Ito la 184483 270 3 1 Iliill 740 Ito 874.3 884163 ' I 09 --- 424 170.0 820 170.0 435 170.0 744 170.0 478 170.0 888 170.0 606 170.0 982 170.0 810 170.0 1118 170.0 621 170.0 1240 170.0 621 170.0 1486 170.0 621 145.6 1469 170.0 821 127,8 1480 170.0 621 444 170.0 703 170.0 624 170.0 660 170.0 684 170.0 082 170.0 830 170.0 1133 170.0 681 170.0 1270 170.0 071 168.3 1303 170.0 680 130.3 19103 170.0 880 111.7 1303 170.0 880 979 1303 170.0 500 80.994 170.0 747 170.0 663 170.0 NB 170.0 831 170.0 1048 170.0 684 170.0 1196 170.0 723 168.1 1236 170.0 747 140.6 1235 170.0 768 117.1 1230 170.0 768 1004 1235 170.0 766 87.8 1235 1740 708 044 170.0 797 170.0 812 170.0 000 170.0 891 170.0 1118 170.0 761 184.4 1198 170.0 803 137.2 1168 170.0 837 128.6 8168 170.0 860 102.9 1160 170.0 801 60.2 1168 170.0 881 77.2 1168 170.0 861 604 170.0 888 170.0 701 186.7 1042 170.0 707 1429 109 181.1 892 125.1 1042 148.7 816 111.2 1012 1390 801 100.0 1042 1342 701 63.4 109 125.1 782 71.6 1042 125.1 782 82.5 1042 128.1 782 834 170.0 030 170.0 746 1812 802 183.8 818 128.8 982 144.4 703 113.4 092 131.0 782 1009 002 121.4 788 90.7 092 1149 760 709 092 108.4 746 049 882 108.0 744 647 892 1069 744 88 4 185.4 947 170.0 768 137.9 047 1460 738 118.1 347 130.3 786 103.4 317 117.7 762 91.9 047 100.7 738 517 947 1022 727 666 647 08.1 713 69.1 947 94.0 711 51.7 547 94.0 711 724 1869 849 1427 737 113.2 548 121.0 722 87.0 840 1089 708 84.0 89 684 686 75.6 848 867 885 67.9 89 827 675 68.0 848 78.3 09 469 849 726 682 42.6 849 72.4 861 784 116.5 762 120.7 865 043 762 1028 812 82.6 762 00.0 843 722 762 801 820 84.2 762 742 420 67.8 762 092 613 461 782 829 502 41,3 782 608 887 38.1 762 884 509 184 108.0 724 111.4 634 89.0 724 04.8 821 763 724 We 809 80.8 724 74.4 649 50.4 724 884 591 634 724 834 883 44.5 724 675 873 382 724 54.3 687 334 724 63.5 886 904 63.0 543 71.0 493 68.0 643 647 474 49.7 543 613 486 43.6 543 47.1 488 389 543 42.8 49 34.8 643 395 448 209 643 349 438 24.8 643 32.1 430 21.7 89 30.7 428 884 67.3 478 089 427 479 478 467 415 409 478 43.2 413 35.8 479 346 405 31.8 478 34,8 400 29.7 478 320 356 289 478 28.1 388 20.6 478 26.6 380 179 478 242 370 1084 40.3 377 41.1 341 33.6 377 349 336 228 317 30.0 330 262 377 28.8 325 214 377 244 321 20.1 317 210 317 18.8 371 19.0 310 14.4 377 17.1 304 1114 37.1 367 379 323 30.0 357 31.8 318 20,5 307 274 313 23.2 357 24.4 309 209 367 27.0 305 18.5 367 241 301 16.4 367 17.4 284 8284 203 305 209 279 24.5 308 25.1 274 21.0 306 21.7 270 189 806 162 287 08.9 308 17.3 283 1444 17.0 212 172 106 Anolhar CUP Caoaolty Table OM Anchor CIO Patterns Substrata 3.7903rMmle Ask Oon4. Hollow MMU Road MU P7Nfo0d MIN Anchor 17011 3778• E1ooUIOaooa 114' Eleo Ullmoc9 418 Roo uwmoa 3141 Elco Ulkmon 114' E0oo 0130009 1/4.88 FJoo AMMON. 67}8 Elco 444con 114.88 Eco A 04/33for 610 Med Bows (OM 012 8431 843/4 025) a1281ed 04417 475/ Edge Distance (49 1' 21/2' 1' 24/2' 3.1/8' 1' 2.1/2' V. 2412' 2' 3.118' 2' 445' 254' 0.324' Embe440a044 1-3/4' 1.804' 1914• 1-804' 2' 1-174' 1414' 1-174_ 1.174• 1.174' 1-174• r 145' 1-376' wiles 2And= 64.70M4.0.0./ Mended a 0T3e0C8p(Fp. 18 39088 30000 do Ito 8901* 184483 270 3 280133 3541* 740 Ito 874.3 884163 ' 848134 3410• 442 Ito 080433 44044314452.25' Mho 0.8./83nc•8(orO3551)1201 .37 700@3 700163 68005 141023 6121* WA 68083 NIA 03003 WA 8651* WA 61203 880133 112003 8Anoho3(01.i0'MIA OA. /Slud3td(ao53N1Cep 8.47 88003 140004 N/A NIA WA WA Re fin WA WA N/A NIA WA 1353133 177033 324023 4A1gh4o®8Min 0.C./(2)2n0*Oa CRA 7 N7g. 59 780103 780 We 68050 1080163 1808730 040133 8601* 1410 78040 79103 80003 18021* 8024 485 the 1120733 8Mame 3'M03 13.0./4479504781e Ofp3/ft. 99 117003 11701* 102033 23401* 2844 04 81043 8400* WA 1140193 112203 1391* 2938 Ms 10221* 13270• 180050 4 Arobm3 49 0.45 31n. O.C. / 17{2(0. Into .125• Num. pg. 4 WA WA WA 1451 WA WA N/A WA NM NIA WA WA WA WA 1430 I* 2Anohom Q 225' 404.0.CJ 1421p 5'g. 83 35003 36033 200133 705 by 478 03 WA 29003 WA 31603 WA 4401* NIA 3411* 4421* 550153 4 Anchors 691.18 44:14940.89Mb. 0.4/.89 . . floc .,� e/..� A 3JaTo. Cr. THEOFFSET 9003 .tire... ••••••••/./././.. .. 7001* ... WA ................ NIA WA � --- . NA 38003 WA NIA NIA WA NIA 88203 4861* 112003 FIGURE 1: • • FIGURE 8: • • FIGURE 2: • •- • • FIGURE 3 FIGURE 4 • • • • FIGURE 49 • • • ANGLE CUP (FIGURES 584) MUST BE USED IN PAIRS. • •B • • TABLE NOTES: FIGURE 8 FIGURE 9' 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE • iSHF A2-4F0%GENB(IAL IMST4LLATI0t4METHODS. 2) LINEAR INTURPOI0T1LKN B0TWE3*M EULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. • •• • • • • ••• • 46) MULLION 4104 CI=PSIIRWARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-2S HOLES �E • • TO ALL THETIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED. APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SH C 70 ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED • CONCRETE BLOB( UNIT MU) cOjii TO ASTM C-90. WOOD SHALL BE PRESSURE -TREATED YELLOW • • SOUTHERN ft E WLTH14R SO OF .85. ALIMWLJM SHALL BE 6063 -TS AND BE A MINIMUM OF .125' THICK. STEEL • • • • S 1 3 B �lNl M GRADE 331AND 048•THICK (18 GAUGE). STRUCTURAL STEEL TO BEAT LEAST .125' THICK ALIsANCHORS INTO METAL SHAT1 MEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL 610 & • • • S1Y ANCHORS INTO WOOD MAY BE% EL. 141.8 S.S. OR 410 S.S. • • FIGURE 7: • • • • • ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP ) X OR ",,,,,, ANCHOR CAP MULLION USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED` CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUAUFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. -1 1.000' I-- 4 X4'X.125' MULLION .1 m 1 i 1 9� x 0 'et C 1 z 4 ```st1(ILTNN I1,/JV *' No.58705 * ' ict ATE NA1-1``°, A. LYNN MILLER, P.E. FL P.E.# 58708 ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • TABLE 7A Mullion Capacity Table (1n8.0t) 1 Alum. 1100710 O X .375Leafing Tuba Opening WM01(forvar9sa0yspanring mutons) or Opening Height (for I31141acrtatlj'mpar61132 m11®ons) 0010 8010 70In SO In 0010 1011 In 12010 1401n 160 {0 ALSO 100025 L02085 Loo* ig 186000 14010027 Lam& 1.00021 7/018,10019. ung 7 Isedng Lowing Lewin Leadleg tetedng 188000 loan➢ 2' l II ii 1 II II ii 1 il II1 li 11 II li 1 n II ii 1 nilil II 1 111 ii 1111 II 1 II a ii 1 n II ii 1 11 11 li 1 II la 11 1 II II li 1 11 I it 1 II i II 11 IIfifi II 1 la ii 1 II II ii I8612 Sa�21 421n 170.0 600 170.0 436 170.0 744 170.0 478 1701 866 170.0 603 170.0 682 170.0 519 170.0 1118 170.0 621 170.0 1240 170.0 631 170.0 1488 170.0 621 1701 1736 1700 621 170.0 1683 170.0 621 481n 170.0 708 1704 624 170.0 800 170.0 684 170.0 692 170.0 830 170.0 1139 170.0 631 170.0 1275 170.0 877 1701 1417 170.0 800 170.0 1700 1701 860 170.0 1653 170.0 680 101.8 2024 170.0 800 50125 In 170.0 747 170A 603 170.0 888 170.0 831 170.0 1046 170.0 884 170.0 1166 170.0 723 170.0 1345 170.0 747 170.0 1454 170.0 708 170.0 1763 170,0 758 1681 1819 170.0 768 130.5 1818 170.0 760 6412 1700 707 1700 813 170.0 038 170.0 861 170.0 1116 170.0 704 170.0 1276 170.0 003 1700 1434 1700 837 170.0 1694 170.0 868 100.0 1709 170.0 881 137.1 1705 1710 881 120.0 1780 1700 881 8001 170.0 808 170.0 701 170.0 1063 170.0 707 170.0 1240 170.0 878 170.0 1417 170.0 844 170.0 1684 170.0 920 1669 1816 170.0 1033 126.0 1619 170.0 1063 111.0 1810 170.0 1083 67.2 1816 170.0 1003 0312 170.0 030 170.0 745 170.0 1118 170.0 000 170.0 1302 170.0 640 170.0 1480 170.0 1016 160.7 1042 170.0 1078 141.0 1642 170.0 1122 117.5 1042 1806 1168 100.7 1642 167.0 1167 08.1 1642 1679 1167 170.0 974 170.0 780 170.0 1189 170.0 003 170.0 1384 170.0 1002 180.6 1472 170.0 1088 142.8 1472 8689 1145 128.0 1472 168.8 1130 107.1 1472 147.6 1108 61.8 1472 140.0 1104 80.3 1472 148.0 1104 721n 170.0 1083 170.0 875 1700 1270 1700 1000 1509 1320 10812 1101 1310 1320 145.9 1082 117.3 1320 1379 1068 106.8 1320 128.6 1010 88.0 1320 117.0 1034 70.4 1000 112.8 1013 084 1320 1129 1012 700 170.0 1122 170.0 537 1464 1184 169.4 1013 128.2 1104 130.6 094 112.2 1164 126.7 578 927 1484 116.3 884 820 1184 107.6 000 74.8 1154 57.0 936 64.1 1184 03.1 027 68.1 1184 02.3 726 78In 160.1 1124 170.0 987 136.4 1124 147.0 000 1109 1124 128.8 947 103.8 1124 110.8 001 92.3 1124 105.8 018 83.0 1124 80.6 800 692 1124 80.0 890 69.3 1124 84.3 881 611 1124 63.2 878 6062 108.1 664 111.5 700 90.1 844 94.3 738 77.2 844 W.1 724 67.8 644 73.3 712 83.1 044 68.5 702 64.0 044 81.4 693 46.0 844 642 878 309 544 06.0 668 33.8 844 47.7 682 98In 86.1 742 019 083 74.2 742 77.2 852 63A 742 873 641 66.7 742 699 831 49.5 742 84.1 822 44.6 743 49.8 814 37.1 742 43.6 600 31.6 742 318 590 27.8 742 371 681 1081n 82.8 680 83.8 630 62.1 340 63.8 521 44.7 680 459 513 38.1 638 41.4 605 34.8 680 27.3 488 31.3 688 34.2 402 20.1 580 26.8 401 329 688 209 472 10.6 585 24.7 480 111 N 51.6 600 08.8 603 48.0 665 49.5 416 41.2 655 42.9 401 36.0 066 38.0 400 32.0 056 343 479 28.6 556 31.3 467 24.0 600 27.1 457 > 004 005 24.3 445 19.0 658 214 442 120In 454 475 46.4 433 00.0 476 39.0 498 326 476 33.7 420 28.5 475 29.8 414 261 476 28.8 409 225 476 24.0 404 19.0 478 21.1 355 16.3 476 66,7 387 14.3 475 17.2 381 14462 28.4 330 28.7 300 220 330 22.4 301 10.0 330 163 007 18.8 380 17.0 203 TABLE 7B Anchor Capacity T65166516 Anchor Cg Patterns P 80040010 2.76 02060 3.65 Cans. 14o046CMU Hied COW PT Woad Metal Armtwi%`9a 3110 Etoo ilWeOoa 1/4'Ebo fAmBan VW END Ulkeoon 918'01010tre0on 124'El0o l8tre0m VC 88 Elm 4900313/ NW' 00 016300 1/4.88 Ebo Aggregator 61086031 s=aw 636) 2112 Steel 8003 (fit 412 Meet 8402(86) Edge 0136806 (633 1" 24/2' 0' 2.112' 3.118' 1" 2-123' i' 54/1' 2' 3.168' 2' 0.48' 0.04' 0.334' Embedment (Sit 1.314' 144• _ 1-324' 130' 2' 1.114' 1.114' 1-114•_ 1.124' 1-124' 1.114' 30 1318' 1.418' lades 2 A0a104 04.75.382.O.C. / or Offset WP (Y9. 162]• 00084 3206e 340156 090 B3 1844 O» 270 On 20012s 35400 7400o ' 374103 884160 848103 v 341166 44213e 060 Re 4 Anchors 0 2.2910. O.0.1856d48(4603333429 (Fig.33 700165 70014 6801 s 1410168 982®5 WA 6801 8 WA 630106 WA 800103 WA 662 Oa 88583 1120 OM 8A80I0 (41.1960r. O.0./ 8lmgmd(or O63e6C0(Fig. 43 630103 1400165 WA WA WA KS 78093 WA WA WA WA WA 135383 1770103 2200158 4456663 0 3, A9n.0.C.123) 210 Anglo C1 51(Fig•03 78000 760163 88010 668014 189808 24010 880 Ma WA 780108 740168 800(56 189280 882 609 888655 112084 0Arc5643 0 3' hen. 0.4.122) 230 Angle O:g3/1f14, et 117010 1170168 1020105 2340100 2844103 510 b 840165 WA 1140165 1122 On 1320 Ins 2838165 102114 132710 16809s 4 *108000 00.46' 103.40.611411p, 628.170' Almon. tib.77 WA WA WA WA WA WA WA WA WA WA WA WA NIA N/A 143010 2A10h05c 0230361.0.01 F42134'i0.83 35010 35080 000103 70093 47983 W* 260156 WA 31580 WA 440165 WA 341fm 442100 58000 4Aro0401.16' Ms0.C/F43 (Fig. 83 48020 700656 WA WA WA WA 380140 N/A N/A WA WA WA 88200 885150 117010 USE THE SAME ANCHOR PATTERN AND ANCHOR VALUER AB THE STANDARD CUP FIGURE 1: FIGURE 2: • • FIGURE 5: • • 111 • FIGURE 3. • • • • FIGURE 6: • • • ANGLE CUP (FIGURES 5&8) MUST BE USED IN PAIRS. FIGURE 4. • • • • • • • • • • FIGURE & FIGURE 9. 11 FIGURE 7: 1 ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP•, ) X ( ANCHOR CAP.,,„,,,,,` =ANCHOR CAP MULLION USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT 18 LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) of THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES; 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. fi�rr''•__•__'' • • • • • • • • • 2)• LINenn•NTGRPNLAWON38E1NE0N MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. • • •• • • • • • 48) MEUMULLIONSAEIONAL RESTRICTIONS I LENGTHS FIELD FOLLOWING ,E NOT TO SCALE. FOR EXACT DIMENSIONS, SEE • SHOW ITT 9w DURES SHOW SUGGE9 SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO AC1301 SPECIFICATIONS. HOLLOW AND GROUT -TILLED CONCRET�EE BLOCK LIMIT ((MA SHCONFORM TO ASTM 600. WOOD SHALL BE • Pf�9URE- 1�CLDW SOLgREgN F•WITH AN SG OF 055. ALUMINUM SHALL 8E • • AND MINIM1u�t3TT OF .12V ICK•STSEL STUDS TO BE A MINIMUM GRADE 33 AND .045' • • THI (18 QA ENDSTMUCTURAL STEEL TOME AT LEAST .125' THICK AND A36. ALL ANCHORS • • • INT ORS INTO IOOL L05EX IF.NM AT PAY BE LLEAST 3 EL �& 8 EYPTHt. OR 41�0S.BEYOND THE MATERIAL. 1(110 & 012 -�j 1.087 I -- 4.000' 375' •X4'X.375J 'T" -MULLION -� 1.000' I --- i j .375' 1 X4'X.5J5'-r MULLION 2 O iire 001111111,,, \\�\�ONy �'` \CENSE' No. 56705 S O,TATE F e'ie;J/ONAI- E..ONN A LYfdld k I R, P.E. FL P.E.# 58705 ••• • • • • • • • • • • • • • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • TABLE BA Anchor Capacity Table (Pog) MulMon Capacity Opening Width (for venlc69yogaIv0l g Tobin (lbalite) m419on6) or Opening Height (for honzonialyapar5Vn8 2.78 Meade 1.28" 9.188" Tube x x Mull melons) 8011 8001 Rectangular Lagting Treplfml5. Loafing 753, Rectangular Lotman Trep?4 Loving 80 Rectangular Looting In We77184ng Luang 1015 Rattan/On Load % Trep'alartp.' Loading 1061n Roe1eogular' 1.56401 Tmp18t6ng, Lading 120In Recteng31ar Ludas Trc 1Tdaog. Leadmp 1401n RB40ee7 61 Loading Tt+Nldlmg. Loving 18011 1610100916 Loafing T16pt5559. � Rectangular Loafing n Tdang. Loan 2.118' a 1 p i II ii !Ii e I p i !I 1x 1 161 p !I pi ii 11 pi li II pi il !I pi li II pi ii 11 pi li 11i pi !I pi ii 11i@itit pi 1044 Ms pi Id p 1. -- _. 421. 170.0 620 170.0 430 1704 744 170.0 478 170.0 888 170.0 608 1704 092 170.0 619 170.0 1116 170.0 621 170.0 1210 170.0 621 570.0 1488 1704 621 1704 1735 170,0 621 161.5 1788 170.0 621 4611 170.0 708 170.0 524 170.5 860 170.0 584 170.0 693 170.0 830 1704 1133 1700 881 170.0 1276 170.0 077 170.0 1417 170.0 660 164.8 1648 175.0 080 132.7 154B 170.0 650 116.1 1546 170.0 680 606251, 170.0 747 170.0 683 170.0 868 176.0 631 170.0 1048 170.0 684 170.0 1185 170.0 728 170.0 4245 170.0 747 167.0 1488 170.0 766 ' 139.2 1468 175.0 758 110.3 1468 170.0 7513 104.4 1456 170.0 768 8401 170.0 797 170.0 612 1700 068 170.0 691 170A 1116 170.0 754 170.0 1278 170.0 803 583.1 1376 178.0 837 1408 1378 170.0 868 122.3 1376 170.0 831 104.4 1378 170.0 861 61.7 1378 170.0 881 801n 170.0 838 170.0 701 170.0 1083 170.0 707 155.9 1158 170.0 875 170.0 1168 167.4 060 175.8 1558 168.8 010 111.2 1156 150.0 812 627 1158 644,0 605 794 1168 144.8 606 696 1185 144.8 006 0655 170.0 070 170.0 745 160.1 1061 170.0 860 137.2 1061 1055.5 883 120.1 1051 142.0 648 103.7 1061 132.3 837 138.1 1051 120.7 830 80.1 1061 110.5 en 888 1031 115.1 821 60.0 1031 116.5 621 8801 167.1 057 170.0 766 1393 887 161.8 806 116.4 987 134.0 760 104.4 557 121.5 777 006 057 112.8 787 836 087 106.6 769 848 057 1040 780 88.7 657 68,0 748 54.2 967 684 748 7211 1287 604 136.2 668 107.3 804 1182 881 51.9 804 101.3 671 804 804 61.4 654 71.5 804 64.1 600 844 804 786 643 03.6 804 724 633 480 801 894 625 40.2 804 848 628 78131 109.4 722 114.1 830 919 722 072 818 782 722 65.3 600 034 772 78.7 588 804 722 70.3 688 64.7 722 85..6 580 43.6 722 59.5 570 30.1 722 66.7 666 34.2 772 68.2 684 78In 1012 685 1060 600 044 685 885 666 72.3 056 76.5 577 63.3 835 70,5 088 08.2 685 84.6 650 504 685 80.1 553 427 685 64.3 643 36.2 685 01.4 637 31.6 685 50.7 538 9001 68.9 515 884 467 64.9 515 57.5 449 47.1 015 50.1 441 41.2 515 41.7 494 383 515 40.8 428 33.0 610 37.4 422 27.0 015 33.1 413 23.5 515 30.5 407 204 616 29.1 404 081n 54.3 484 66.8 404 46.3 453 47.1 387 388 433 41.0 361 380 453 38.4 385 30.2 453 33.0 376 27.2 463 30.4 974 27.0 453 286 .188 104 463 24.3 06) 11.0 453 62.9 356 108In 38.1 368 300 323 31.8 338 32.6 318 27.2 388 284 313 23.8 358 262 305 21.2 386 22.7 304 16.1 358 70.8 300 104 388 180 289 111 In 35.1 338 36.8 308 29.3 330 30.1 301 26.1 336 28.1 207 27.0 338 23.2 293 19.5 338 204 269 17.8 338 19.1 253 12001 27.8 290 263 204 23.2 200 23.8 280 184 200 206 258 17.4 200 18.2 283 18.4 200 16.4 249 144In -- 16.1 201 183 180 Anchor Capacity Table (Pog) Patterns 8U0alteta 2.78 Meade 0.66 Caw. Ho8aal018U CAW,_7550 PT Wool Meld WW1 MChcrV* 316" Elm 1.11162 on U4. Edo Ulnae 6x16' Unison 9'rm0572221 LP Eta Mann 114.88 Edo Agere0407 &16'ERA 8551501 V4.88 ERA AggreOOOr •0Slea Saw (C 8128031 Um (083 5588 (08) E4ge OMerce gay 1' 24/7 1' 2437 2.118' 1' 2.142• 1' 2-17 7 3.118• 2' 0.45' 064• 0.92.' exteoneet el 1844' 1.314• 14/4- 1.04' 2• 1-144' 14/4' 1.144' 14.67 1414' 1414' r 1.49' 148' votes 2Ant boo ge 0.75'inn 0.C.l 81a554a Oftel Oppig 13 N064 no 03 46005 890139 1044 Ms 2708,0 280 ire 38488 740550 074 Ms 66426 91600 34155 4456 68026 4Maws ®1.16645,0.0. / maxims (srOISat 010 dig 53 4808,6 70055 WA WA IUA 11/A 388106 IIIA WA 5(8 WA 111A 065130 854164 1121433 4Aretes603' Mtn. O.C./(0MA000846/ g 78O106 780 de 060 Ms 1660 tag 180355 55535 66006 IUA 760103 7068,5 880136 166255 682100 686Ws 119316 4Mxro30)0.4M MM. on./ U.Cee, e00.12& Ahlfi. ((Tg 43 I1/8 IVA AHA IUA WA WA WA IUA IgA WA IgA IgA IUA IUA 1420109 lArobar/FC6p(Rg8) 106314 106®0 015 96 446130 82755 13800 14026 17703 370103 187035 33255 473155 1708,1 22155 280 de 2A1CTwse 1.10'8030.0/F300 Mg 67 NATE: FFR THF MSFOFT rl ID 110= rue 0001/e manure, 240551 101A100e401001.00.u....... 88055 018 WA ..., . .•-•..,. 1(01 0. .0 IUA ,......� 1005.6 -- -..- 202 ISA WA WA WA 345030 44263 6608,3 FIGURE 1: • • 'GORE 3: • • FIGURE 4: FIGURE 5: • • • • • FIGURE 2 • • • • • • FIGURE B: • • ANGLE CLIP MUST BE USED IN PAIRS. ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP,.) X ( ANCHOR CAP.,,,..\ o ANCHOR CAP. MULLION CAP..,,,,.,./ USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULUON. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 28 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. • • a1 LIMMaAP INT4ERIOLATI0N $565W8574 MEM LENGTHS AND(OR OPENING WIDTHS IS ALLOWABLE. • 3) MULUON ANS r a OI�(SL �S�(C1/R1,ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE •StHEEE,T! 2 . TO ED IN TEM FIELD FOLLOWING DIMENSIONAL RESTRICTIONS • •"' ^'19'49 S - 143. FIQUR(11S SCOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM 0.90. WOOD SHALL BE PRESSURE -I -WWII 'LLOW SQUTHER. PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE • AND QLfA1NI35MU OF .116' 74.650 f STEL STUDS TO BE A MINIMUM GRADE 33 AND • • THICK (18 SAU0E)a TRUCTURAL STEEL 143BE AT LEAST .125' THICK AND A38. ALL • • RSiINV MET* SHALLLEXTE@D AT T 3 SCREW THREADS BEYOND THE MATERIAL. • #10464I4l2 ANa40I S IITTONOOD 18-8 S.S. OR 410 S.S. •• • • 01 E 1--1.280' -( .285' 1.25 X3.188'X285'MULLION (1-1/4' VF MULLION) O v a 2 57 a. CO x O! X 1 1 A `x\CNY LLYNN Mid /,, aa� .CENSF'•. No. 58705 ' ' S' '•.!'LORIDP.•''G\� (/�L' �•� A.'6'NN?TyILLEfe, P.E. FL P.E.1T 58708 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • 10010 • • TABLE 9A TABLE Anchor Capacity Table (MB) MOOIon Capacity Tabb Pba5t2) 1.26 Aube x 3.26 x.100 Openln8 Width parverIla0yspar39ng murnon9) or 0 . , 1.i •. Height for ho4zon 030In r aLyaparta Tiload 99. �iql g meters) 18012 Re28.Oo LDedn9 Tr18 40s . LeBaa9 14011. Wotenpder Loeen9 10 21701118 Loading 160 Reoaning Loaning In loading To/Mang. 801, 1/P ae Eton eo12 7012 R..•. .,.� a �� ..,� 60 ...Loading la806 .. :.,.. Reelenpufa+ Loednl2 hepRAmq Loa•ng R*sodhg 1886122 Raoten•aer loeab• Trap/Tans Loadnp Rectangular La,6n9 imMdang. LaadL18 �@ h li II gI 11 1 II h ii 11 h ii 1 11 hi li1111 fz it 11 11liII1 2' 1.1/4• 1g II 11 11 II il li 11 ii 11 fig• li 11 ii II ii it ii II ii 1 4212 170.0 820 170.0 438 170.0 744 170.0 479 170.0 888 170.0 000 110.0 992 110.0 519 (70.0 1110 110.0 521 1333 1118 170.0 621 127.7 1118 170.0 621 109.0 1118 170.0 621 85.8 1118 170.0 621 4512 170.0 708 170.0 824 1700 800 1700 684 137.8 079 170.0 830 148.7 818 170.0 651 130.4 078 170.0 877 1177 878 170.0 080 07.8 978 170.0 880 018 870 170.0 880 75.3 878 110.0 063 80.815 In 110.0 747 170.0 683 170.0 638 170.0 831 160.7 927 170.0 884 131.9 927 188.6 786 117.2 037 101 889 1089 921 138.3 608 87.9 827 158.3 808 78.4 927 798.3 883 85.9 821 158.3 896 64 In 170.0 707 1784 812 184.5 888 1780 WS 1328 889 153.0 883 1188 839 141.8 863 100.0 883 134.0 860 02.7 839 1299 864 77.3 889 1288 852 80.5 889 128.8 862 61.6 888 1299 632 801n 143.2 746 1639 1331 119.4 740 432.3 820 102.3 748 117.8 808 886 748 107.8 699 799 749 101.0 592 71.0 140 069 887 60.1 746 023 803 81.2 748 037 603 44.8 748 93.3 883 831n 123.7 877 132.0 670 1021 877 113.2 688 88.4 677 100.4 566 77.3 017 91.4 518 86.7 877 85.2 639 819 677 814 894 61.8 677 77.0 528 44.2 877 76.7 629 33.7 671 76.1 599 13012 101.8 917 114.1 630 887 817 079 619 70.0 817 833 500 87.3 817 78.3 600 69.0 817 729 494 61.8 817 88.7 469 44.8 611 64.4 483 80.4 017 63.7 482 388 817 827 482 7212 824 518 87.1 400 881 818 74.2 440 69.2 518 85.2 432 61.8 818 59.8 426 48.1 518 64.2 419 410 618 00.7 444 34.5 516 488 403 289 616 45.0 406 20.9 610 484 405 7811. 10.6 486 731 409 587 486 82.6 388 583 485 60.9 390 44.1 483 490 384 39.2 485 483 375 332 485 42.2 374 284 485 38.3 367 202 486 38.5 384 22.0 486 332 383 7818 66.2 441 880 387 643 441 67.7 370 486 441 60.6 372 40.8 441 45.4 386 26.2 441 414 380 329 Ni 38.7 363 27.2 441 34.8 348 28.3 441 33.1 348 284 441 32.7 346 000 42.4 332 43.8 285 35.4 332 37.0 289 30.3 332 323 284 286 332 288 280 239 332 281 278 21.2 332 24.1 272 17.7 333 21.3 480 182 332 10.8 262 13.3 333 187 280 9812 38.0 291 35.9 260 20.1 281 30.3 268 28.0 281 20.4 282 21.8 281 525 248 184 281 51.3 344 179 281 109 241 149 281 17.1 238 12.8 201 16.8 232 10812 24.8 230 20.1 205 209 230 31.1 205 17.5 230 183 201 15.4 230 182 108 11112 924 218 23.1 187 189 218 19.4 194 10.2 210 188 191 14.1 218 14.8 180 1901n 174 187 10.2 170 149 187 16.5 187 TABLE Anchor Capacity Table (MB) AncherCllp Patterns sobaimm: 2.7k Cmnrete 39k Conc. HOW C0W -Hied CCU PTW401 MMy M•h88 Type: 3/18' Eton UBlaoon 1/4•SooU2,87on BIIT Else 1.11000 3187 Elooato00 1/4' Elsc Ullman 1/P ae Eton 81t8'Qa0 8130061* 1/4.88 Moo Aggregator 010Meal Boma 053 112 Steel gam (09) 01281281 BMW (05) Edge OWN= 6nk 1' 2447 i' 24/7 3418' 1' 2412' 1' 2.142' 9' 3.1/8' 2' 0.4r 094' 0.324' Enteamenl6nk 1.3/0 1.3/4' 1514' 15/4' 2' 1.1/4• 14/4' 1.1/4 140 14/4 14/4' 0 14/8' 1.918' 1603s 2Amhom X4.70 No. 0.0./810Men( or Offset CBp(EV. 15 390.5 39008 46018s 690 las 1874.8 210 Ms 280@8 00410 740 an 314 88 684158 04888 341182 442®8 66003 4Ambers 01.1T M18 o0.. / 81en(rd(or 000 gip (Fig. 25 418288 7000 N/A WA NBA 07/A 38015, N/A NBA N/A N/A WA 6828,8 885 to 112010s 4 Mace ®3.Mh O.C./10248ARID 00/(R9.3k 780 M8 780M 68o98 1060186 1888182 mo an 680183 NBA 780182 748 Ito mo lbs 083 !be 88288 68068 112058 3 Anohom a 0.64' Kn. 0.C.1 UCap, Ito .100' 400. (Fg. 4 NIA NIA NIA WA 801 WA NBA NA NIA Nm NIA WA MA NIA 92010 1 A081106/ F430 (F10.65 1%183 19625 225 DR 448 110 8221.2 135 M8 140 tos 177Ito 370 58 107 (58 33210 473 (65 170130 221 Ms 288183 2An0hoot l81.10 Min. 0.CJF4a0(Fg. 05 240163 360182 NIA NBA NW WA 190152 NIA 1201 NBA NBA WA 341 M8 442M8 040.8 FIGURE 1: • • FIGURE 3: • • FIGURE 4: FIGURE 8: • • • • FIGURE 2: • • • • • • FIGURE 6: • • ANGLE CLIP MUST BE USED IN PAIRS. ANCHOR CAPACITY ADJUSTMENT FORMULA (DP ) X / ANCHOR CAP.,,,,,,,,,` ANCHOR CAP. (MULLION CAP.,,,•,,,,/ USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD AMINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 28 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. • • 21) Liam: IN:ER)♦♦1 }�1 B I WCEN0(th1 LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. • • •3) MULLI piil� �UL{jI0P CLIIHI81(OWteARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE �f1EET$ 3'1-2� H58LES►T091E IRIUOED 54 RIE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS • *SHOWMAN SHREWS 21.53. FIOURIS Aft SUGGESTED, APPROXIMATE HOLE LOCATIONS. • • • •• •• • • • 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-90. WOOD SHALL Wj3 RE -y ATENI ELLOW S$UTHERR PINE WITH AN SG OF 0.55. ALUMINUM SHALL BE �'8 AND ME A MINIMUM OF .1110' WO 3'IEEL STUDS TO BE A MINIMUM GRADE 33 AND .049" THICK (161 SBAUGE !STR L ST L 8E AT LEAST .125• THICK AND A30. ALL AN19HORBIN') t91TAS11 1.Lu X D AT kip 3 SCREW THREADS BEYOND THE MATERIAL. #10& 12 AN I MOD BE STFEL,18.8 S.S. OR 410 S.S. 1.26` X 3.26' X.100' MULLION .100' 6 3 2 ill 2 z co U a 0 N 01 13 03 cc dC 1 5 0 2J 1. O 1 O it , 1,1111111///,, Asi LYNN M�2,,�� 140. 58705 Q� •., S{TATE b C(/ 61V/ONAL \ A. L' 412 MILL i2 P.E. FL P.E.# 58705 ••• • • • • • • • • • • • 0 • •• •• • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • TABLE 10A Mullion Capacity Taiga (tbsf82) 11883.26 X.620 AM •lbs Opening Wd91(arvell(DaOyspaidlg mations) orOpening Height (fOOho0ZOIIS petlni g 05103080) 8090 8001 7090 8090 905 10011 11097 1401n 18090 Rwanda/ Wenn T4pm9en0. L°°4150 RedengWm twang Trap/Mang. Ue4g 18eGmga90r Lea40g 183p?4an9. LoaWng 080*00 Wer landing Troprdeng. Loading Regsigular Leafing Tmp/fAm . p Loafing Ra ctod5.9 t Lae490A T1 4599 Lwptq Re09mng LeaRrg Trap/Manx1054In l.00AMO Re004109er LaadOg 7,56974850. Loa�g Laa41n9 RLaren9 TiLOO46 - loe0kq II a 0 11 h 0110 0.41' h n hi 0 ii hi 11 ti hi 0 ly la 0 li hi ii 1111111111 hi 1.114' h h 0 li hi iiil0li 0084 h 480 01 II IIs hi 11 If II iiI hi 110 la Minim Length 428, 170.0 610 1700 435 170.0 744 1700 478 170.0 868 170.0 608 170.0 992 170.0 519 1700 1118 110.0 621 170.5 1260 170.0 121 1700 1486 170.0 621 179.0 1738 170.0 621 170.0 1803 170.0 621 4890 170.0 708 170.0 024 170.0 050 1700 684 170.0 092 170.0 830 170.0 1133 170.0 681 1790 1276 170.0 677 170.0 1417 170.0 100 170.0 1700 170.0 680 100.7 1670 170.0 680 140.5 1971 170.0 680 5282611 170.0 747 174.0 603 1700 888 170.0 831 170.0 1018 170.0 684 1700 1126 170.0 733 170.0 1946 170.0 747 170.0 1481 170.0 768 110.0 1793 170.0 758 1628 1877 170.0 768 133.5 1877 1700 768 64 in 170.6 707 170.0 612 170.0 086 170.0 891 170.0 1118 170.0 754 110.0 1276 170.0 603 570.0 1434 170.0 537 170.0 1694 170.0' 859 1684 1759 170.0 881 134.1 1765 170.0 881 117.3 1761 170.0 861 6017 170.0 806 170.0 701 170.0 1083 170.0 717 170.0 1240 170.0 875 170.0 1417 170.0 814 181.1 1811 170.0 588 545.0 1611 170.0 1033 1208 1511 1700 1089 103.6 1611 170.0 1089 80.6 1611 170.0 1559 831n 170.0 530 170.0 746 170.0 1190 170.0 650 170.0 1302 170.0 010 166.6 1370 170.0 1016 1702 1370 170.0 1070 1253 1370 164.0 1002 1814 1370 164.5 1572 55.6 1310 186.3 1070 78.3 1983 1663 070 88In 170.5 874 170.0 789 170.0 1169 170.0 903 165.8 1248 170.0 1002 138.2 1249 185.6 1013 111.1 1140 147.1 000 1089 1245 129.0 970 00.0 1248 130.4 970 77.8 1248 120.0 976 88.1 1248 170.0 976 721n 187.8 1048 1790 878 1398 1049 1609 852 1108 1019 192.1 576 103.0 1045 118.1 880 932 1549 109.7 848 83.9 1015 1027 838 89.5 1049 043 620 59.9 1049 912 820 62.4 1645 91.1 820 78 in 142.7 841 149.1 822 118.8 841 1268 805 1019 841 111.2 711 809 941 100.0 77 703 841 098 788 71.4 111 858 767 696 941 778 744 61.0 971 74.0 737 44.8 011 733 735 7015 1928 684 9378 783 10.0 884 110.9 789 913 081 1024 763 85.6 891 91.0 743 73.3 854 84.1 730 00.0 694 793 721 668 884 70.7 707 47.1 894 07.0 701 41.3 844 08.1 888 909a 468 871 88.7 690 71.8 871 74.9 685 01.4 871 06.3 695 637 671 60.2 669 47.7 671 628 668 43.0 871 40.0 551 35.9 611 47.1 639 30.7 671 397 631 38.9 , 871 37.9 620 96In 708 690 728 627 898 690 61.4 616 69.6 690 69.4 600 44.3 680 47.6 502 30.3 690 43.0 484 36.4 600 39.6 458 20.6 690 34.7 477 26,9 690 318 489 29.1 680 29.8 464 10615 403 469 608 421 41.4 486 42.0 414 358 480 37.1 406 31.1 465 32.9 402 27.0 400 29.7 358 24.1 486 27.1 301 20.7 458 23.6 382 17.6 488 11.2 976 18.6 469 19.8 370 1111n 468 411 482 400 38.2 441 39.3 399 32.7 441 34.1 307 70.8 441 30.2 397 254 445 27.2 378 72.5 441 24.9 372 49.1 441 218 383 04 441 103 708 14.2 441 178 361 1201n 38.3 316 389 314 309 378 31.0 339 26.9 978 20.6 334 227 375 23.7 355 20.1 378 21.3 370 16.1 378 19.6 321 16.1 370 183 314 1441n 218 282 212 212 17.4 282 17.8 239 15.0 262 15.3 238 TABLE AnahwrCepaatty Table Obs) AnehorC6pPatlame Substrate 2.7k 01rCf098 885Ca35 18.071 CLW 11110 MU PT Wow WAS Anchor M 9/18•E150Mamaa Mr re005 unman UfA9 me. 00 Ixwic.UAmton 114.580 84 A587e0087 &13'Ek0 00,5505 94. 886150 005.82107 e1369ed 80098 (05) 01289061 842451(08) 6Mel 80150 (65) 20g0a514uce ln) 1' 2.112` 1' 242' 3418" P 2.1/2' 1• 2-112' 2' cur 2• 0.41' 054' 0324' Emt800u4612 1414' 1414' 1344• 1484• 2' 1.114' 144' 9-114• 1-114' 1414 1.114' 2' 1498' 1478' 559105 2MMus 004.76' MK 0.C./ 05844e0040310123p(04 1) 0084 soon 480 01 NO 033 164400 27088 20000 35401 740901 37484 80400 918160 841955 44266 66000 4AKhae(11.18' NM o.c./ swum wafts) clip (Fit 2) 40010 700839 681 WA WA WA 30000 WA WA 9101 18/4 WA 682959 68500 112033 480kh0n(i43'441.0.0./(1)246A66oc355/ 699 2) 78084 18003 680 955 156009 1036909 08024 033 its 14/0 780113 ' 74300 85000 165200 482159 88800 112065 3A710911)004' 4'61. O.C. 7U00p, 3It0.100V4126 fig. 4) WA WA MIA WA WA 94tH IUA 14/0 WA WA IBA WA 1101 WA 06026 1 Arc11(/FC7p5710.8) 196993 105 Re 22663 446100 82900 13500 14063 17760 31063 187105 32200 47350 170989 22168 280105 auxins Q 1.1961970 O.CJFC0p(311} 6) 240955 30066 WA WA Mel BW 10000 NIA WA NIA WA WA 311985 44200 05000 FIGURE 1: • • FIGURE 3: • • FIGURE 4: • • • FIGURE 6: • FIGURE 2: • • • • • • FIGURE 6: • • ANGLE CLIP MUST 8E USED IN PAIRS. ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP,,) X / ANCHOR CAP.,,u,,,,,,,\ 'ANCHOR CAP.,,, (MULLION CAP.,,o,,,,, USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULUON. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1.250' 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. • 8) L166768 INIE POLATE)N BETIENtra LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE •• ' .. • 3) MUUS� C O ARE NOT TO SCALE. FOR EXACT DIMENSIONS, BEE HEE15 T E ISD IN qiE FIELD FOLLOWING D9dBVSIONAL RESTRICTIONS • • H�IGTS 21433. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM 480. WOOD SHALL • ! 5 AND E116EA�ELLOW Sp2THELEPINE SWITH AN SO OF 0.55.UMALUMINUM SHALL BE • • 8 ANDS M I OF .1E0' HiitpL S•EEL STUDS TO BE A MINIMUM GRADE 33 AND • • • THICK (1669AUGE»STRUCTIIRAL STL6EL BE AT LEAST .125' MICK AND A36. ALL • • #1K #12 ANCHORS IA �E 18.8 OR 41THRE8MATERIAL. • D3 BEYOND THE •• • 1.28•X3.257'X.824- MULLION (le 2 m 2 2 a 1 1 eY 49amIOade' ..=Comic77 ``\��11Ny �� O' �ICEN$E''•�F.)3 No. 58705 i�• ITA R.JS tuz. YNt IILCkR, P.E. FL P.E•# 58705 ••• • • • • ••• • • • • • • • • • • • • • 00• • • • • • • • • • • • • • • •• •• • • • •• *0 ••• • • • 10•e • • TABLE IIA Mullion Cspaolty Table (Ibrltl) 195 X 3.04 X.024 AI un. Tlbe MalOon Opening9Mdlh gmredb•tyspanning'me ma)orOpeningHaightgorhod 04t86$panrbngmdltare) 5064 0364 7064 036 906 1006 ' t2264 14064 10364 Rectangular Leading TrapTdmg. Loading Recengdai Loading Trep/rr6ag. Wading Reciangdw Lsa4lrg Loadi8g Reding/at Lo0Mg TrepTdang. Loading R9danpoar Loafing Trap tdaog. Loading Raaiogdm Laeang Tiaprderg. tooting Ra8onguler Leading TmpTdang. Lm0eg Ra6mngdar Loading TnWTdmg. Loa®ag Mcmngdar Loading Tnp'rtang. Wading II it fi II h fi 1 II hi fi II hi li II hi ii II hi ii fl hi li II hi ii II II ii II hi ii II hi li 111i hi II h li II fi �. II fa li f II 1 fa li 1 I II ill li II hh ii 1 J 18 421n 170.0 620 170.0 431 170.0 744 170.0 478 1700 849 170.0 600 170.0 992 170.0 619 170.0 1116 174.0 621 110.0 1240 410./ 621 1100 1480 170.0 621 1700 1798 070.0 621 170.0 1983 170.0 621 491n 110.0 703 1100 624 170.0 860 1100 684 170.0 922 170.0 830 170.0 1133 170.0 891 170.0 1276 170.0 017 1704 1417 170.8 900 1790 1700 070.0 880 170.0 1903 1700 000 110.0 2287 1709 680 68626 6 170.0 747 170.0 603 1709 038 170.0 831 170.0 1018 170.0 884 170.0 1180 170.0 723 110.0 1341 170.0 747 1700 1494 170.0,, 168 1700 1793 170.0 788 170.0 2892 170.0 760 110.0 2001 170.0 766 6414 170.0 707 170.0 812 1700 966 110.0 891 170.0 1118 110.0 764 170.0 1276 170.0 803 170.0 1434 170.0 837 1700 1091 170.0' 850 170.0 1913 1780 681 170.0 2231 170.0 881 180.2 2403 170.0 801 60 in 170.0 035 5704 701 170.0 1083 170.0 797 1700 1210 1104 878 170.0 1417 170.0 944 170.0 1694 110.0 088 170.0 1771 1709 1033 170.0 2120 170.0 1089 116.3 2183 170.0 1003 120.0 2103 170.0 1003 631n 170.0 930 170.0 146 1780 1110 170.0 060 170.0 1302 170.0 940 1700 1458 1700 1016 170.0 1813 1700 1078 170.0 1969 1700 1122 103.9 2080 170.0 1169 134.5 2080 170.0 1171 517.7 2080 1700 0171 8814 170.0 574 170.0 799 170.0 1100 170.0 903 170.0 1206 170.0 1002 170.0 1669 110.0 1088 110.0 1763 170.0 1166 1700 1918 170.0 1210 143.0 1003 1780 1276 122.8 1984 170.0 1260 107.2 1018 170.0 1288 7214 170.0 1003 110.0 870 1703 1276 110.0 5009 170.0 1480 170.0 1128 1780 1700 170.0 1220 154.1 1734 070.0 1316 1381 1734 1899 1380 1160 1734 1689 1261 98.1 1134 1SOA 1362 887 1734 1002 1360 781n 170.0 1192 110.0 937 1780 1340 170.0 1080 1680 1558 170.0 1208 1474 1666 186.2 1086 131.1 1658 1610 1503 1174 1666 141.3 1261 88.3 1665 128.2 1220 94.1 1610 1223 1213 73.7 1856 1212 1216 7814 17.00 1151 170.0 981 170.0 1981 170.0 1110 1610 1477 109.3 1246 1034 1477 162.0 1224 1212 1477 139.1 1206 119.1 1177 120.6 1191 004 1477 118.9 1169 77.9 1477 1100 1160 852 1477 1093 1154 001n 142.0 1110 1402 959 1164 1110 123.9 908 101.6 1110 101.0 051 08.8 1110 09.3 938 789 1110 030 922 71.0 1110 50.7 610 692 1110 711 691 60.7 1110 550 076 44.4 1110 02.7 670 9814 117.0 076 126.3 872 973 070 101.6 868 539 976 083 842 732 075 780 829 06.0 076 719 817 586 075 664 807 498 675 674 739 41.8 916 62,3 778 389 976 49.3 707 10810 922 771 84.0 038 895 711 70.7 085 65.7 711 01.3 874 614 771 64.3 884 497 771 49.0 066 41.1 771 44.9. 811 34.3 771 35.0 892 21.4 171 360 621 261 7/1 32A 812 11164 70.7 730 773 881 83.1 730 65.0 850 64.1 730 583 540 473 730 49.9 031 42.1 790 46.0 022 37.5 730 41.11 814 314 730 36.8 680 21.0 733 312 552 23.7 730 204 431 120 In 039 824 810 959 499 024 613 680 421 824 443 562 371 824 03.2 644 33.3 824 36.3 697 380 824 32.2 631 26.0 824 27.7 610 21.4 574 243 609 187 821 330 601 144In 34.7 433 30.1 403 25.9 433 294 386 341 433 260 320 21.1 493 224 036 163 439 20.0 301 17.3 433 152 278 TABLE 11B Anchor Capacity TabteOhs) MCh•fCI PaUem• ➢ Substrata 2.70 Otarate 3.600016. Holm 621U 11110148111 W000 64819 Anchor Vet MS.E16o UOm:de 114.6000 042 60147 Mao ulmt00 3'147 EIwMime 114•Fxo604400 1I4.83224 Agweesior &16 6100 0120/04 014'8812o* AggmOalar CO BM Screw (476) 01281001 Sows 0353 01281021 Bcree (445) Edge 1 6033004) 1' 2-177 1" 2.67 31457 1' 2.112' 1" 2.142 2 3118' 2' 848' 0.64' 0.324' 060688811 On) 1414' 1374' 1314' 14/4' 3' 1-143' 1414' 1.714' 1-144' 1.104' 1-114' 2' 138 0418' 031e5 2A9U•9Q4.78' Mit 0.C.i 1230684 et020t62➢Mg. 1 960 00 • 800110 40020 09009 184409 270108 29006 304 Ms ' 140IOe 37469 08420 94826 34109 443106 5085,9 IA/Mrs 0 1.10" Met 0.9 /Manama 02(ammo 41g. $ 480 ibit 100 Me NIA IVA NIA IIIA 380189 WA WA ILIA , ILIA WA 032109 886106 1120100 4A00111243' MM. O.C./ 06 2t6Angie Cpsl 00.55 7965,9 78026 133026 1503109 1803 Me 64029 680169 WA 780090 743 Ma 88020 189229 4025,1 88520 112026 4Aa18rs4004' Mtn. 0.0.15.007, 600 .lar Atm. (Fig. 4) WA t7A NIA IgA NIA WA WA NIA WA tSA NIA WA NIA ISA 128729 1A006/FC4p(1934 11689 105 Its 22623 448100 522 Me 13810 140 Re 17129 370000 167 20 332116 47380 170109 221109 29018 2 Mct•6 Q 1.16 Ma OA/ F43fp gig. 8Y 240 b 390106 NIA WA ILIA NIA 100 MS NIA WA NIA WA WA 341109 442109 180108 FIGURE 1: • • FIGURE 3: • • FIGURE 4: FIGURE & • • • • • FIGURE 2: • • • • • • FIGURE & • • ANCHOR CAPACITY ADJUSTMENT FORMULA: (DP„0)x ANCHOR CAP. an„� _ANCHOR CAP... MULLION CAP.,,,,,,,,, USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREN0NT FOR THE OPENING, WHEN R I6 LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 26 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. • • • •13 U1IEAWINTERPOLMIOM BETWBEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. • •• • • • • • 0 • D CLIAgSHOWN ARE NOT TO SCALE. FOR EXACT DOAENSlON8, SEE CLIP MUST • • ME Sib2 HUE 1 E DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS BE USED • • •94OWFIGN SHGETS 74-239 FIGURES 8140W SUGGESTED, APPROXIMATE HOLE LOCATIONS. IN PAIRS. • • 0 • • •• •• • 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM 0.50. WOOD SHALL • • • SEP FJATED YELLOW SQUTHERN PINE WITH AN 847 OF 0.55. ALUMINUM SHALL BE • .0�407((W0� AUOE).). Sg'RUCT1a4 GI 111RAt.STEELTO BE T LLTEEL ETO BE A MINIMUM GRADE 33 EAST 126' THICK AND A36. ALL • 4lNCRORIS INTO METAL SHALL EX1EN* AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #10 Vitj tANellORS INTO iD IAAY%E STEEL,18.8 S.S. OR 4109.8. •• • 1.20' X 3.94' X.624' MULUON I03 2 X CO L 1 0 J O 1 O t7� gd' •900 trot 114{11141/1/1 ?, 1 LYNN k7 1<,1 � 4302 ,.. .. �l! /i * `• �; • �10ENSF• F.0. .i... IS ' w; .��•• ATE ,l•�[t/. 1j/114 1111147 A. LYNN MILLER, P.E. FL P.E,# 58705 ••• • • • • ••• • • • • • • • • • • ••• • • • • • •• •• • • • • • ••• • • • • • • • • • • • • • •• •• TABLE 12A MuISon Copaalty TOMO (Ibsft0) 2x4x.25 Opening Wldtb (fonar0caly-epaming rmNons)orOpentn# He, Id (forhohmn(a6ysp 10011 means) 120In 140 In 160 In fa In 63 In 701n 0091 80 In Rectangular Leadere Ta B. Loan* Rectangular Leafing Trap/Mang. 106236 Raa3ngaa Wang 119p101e09. Lowing 16x7218,152' laaaataa Trap/Nang. Lo68ng Redengda leading 1794774940. Redaeydar Loading 1130ff0eng• Loading Rectangular Loading TrapRt,ag. Lowing Rectangular Loadng TWA/Naafi. Wang Re00a18011/ Landing 7rap/r6a,g Loading Alum. Tu:e b Ml:: 2' 11la1h 3' 048' 0.54' 0.272 1 II 1 II 1 la 1 la 1 II 1 II 1 II 1 11J 2Ant boa ®4.76' tart 0.C. 19l1995a4 01009e1 C8pfig 1321f II 1 II 1 II 1 II1 36409 II1h11 37400 68424 048 Ws 31129 si _-_. 424, 170.0 020 170.0 436 110.0 744 170.0 478 170.0 868 170.0 606 170.0 082 170.0 859 170.0 1100 170.0 621 170.0 1240 4700 621 170.0 798115 (UA 170.0 1735 170,0 521 170.0 1981 1700 621 46 in 170.0 708 170.0 624 170.0 860 170.0 584 170.0 083 170.0 830 170.0 1133 170.0 061 170.0 1275 170,0 877 170.0 1117 .1720 880 1700 1700 170.0 880 170.0 1633 170.0 580 170.0 2287 170.0 680 50.82611 1704 747 1700 003 170.0 888 170.0 831 170.0 1048 1700 834 170.0 1153 170.0 723 170.0 1345 170.0 447 1700 1401 1470.0 758 170.0 1703 170.0 756 1/20 2092 170.0 758 170.0 2391 1740 768 54In 170.0 707 170.0 812 17.0 098 170.0 681 170.0 1116 170.0 704 120.0 1276 170.0 806 ' 170.0 1434 170.0 037 170.0 1604 170.0 966 170.0 1819 170.0 861 170.0 2231 170.0 061 170.0 2063 1700 881 8011 170.0 870 1704 701 170.0 1083 175.0 707 170.0 1240 170.0 078 170.0 1417 170.0 944 1704 1584 1704 998 170.0 1771 170.0 1033 170.0 2170 1700 1003 170.0 2479 170.0 1063 180.8 2880 170.0 1083 63 N 170.0 030 170.0 745 170.0 1118 170.0 050 170.0 1302 170.0 940 170.0 1468 170.0 1015 1704 1873 170.0 1070 170.0 1859 1170. 1127 ' 170.0 2231 170. 1189 163.7 2663 170.0 1171 146,0 2563 170.0 1171 9848 1700 074 1700 789 170.0 1180 1704 903 170.0 1384 1700 1002 1720 1086 170.0 1008 170.0 1783 170A 1164 170.0 1948 170.0 1210 1700 2338 170.0 1278 1518 2437 170.0 1288 132.0 2437 170.0 1288 721n 170.0 1063 1700 078 176.0 1276 170.0 1009 170.0 1469 170.0 1129 170.0 1700 170.0 1226 170.0 1813 170.0 1315 170.0 2126 170.0 1307 145.8 2184 1700 1468 121.8 2184 170.0 1629 109.2 2181 170.0 1630 78In 170.00a: 170.0 937 1700 1348 170.0 1090 1700 1970 170.0 1200 1700 1794 170.0 1382 105.1 1950 1700 1423 148.0 1680 170.0 1606 1230 1860 105.5 1818 106.1 1060 154.0 1636 92.0 1960 1027 1531 788 170.0 1161 1700 087 170.0 1301 170.0 1110 170.0 1811 1700 1700 1700 1842 170.0 1300 1527 1801 170.0 1474 127.4 1801 183.1 1600 1140 1881 147.3 1473 08.2 1961 146,5 1469 80.9 1891 137.8 1454 00In 170.0 4346 1700 1144 148.1 1398 158.0 1210 12743 1306 1300 1198 111.8 1398 121.3 1179 98.4 1398 1102 1182 625 1998 101.8 1147 74.6 1398 890 1122 83.0 1393 827 1105 05.9 1398 780 1008 01116 147.4 1229 1510 1080 1220 1229 127.0 1079 ' 100.3 1220 111.2 1061 1228 98s 1044 51.0 1229 826 1020 797 1220 824 1015 ' 91.4 1720 722 999 627 1229 610 977 46.1 1229 82.1 987 1088, 1030 871 100.8 477 86.9 971 99.0 862 74.0 971 77.2 848 84.7 971 824 837 67.8 871 619 828 618 971 805 516 43.1 971 48.0 7813 87.0 971 44.0 782 32.4 971 40.0 771 1110, 04.4 910 97.3 892 79.5 010 81.5 610 68.1 919 704 508 9 628 784 83.0 915 48] 784 47.7 019 61.8 774 ' 30.7 019 410 788 34.1 016 402 742 29.9 918 37.1 792 1201n 74.6 786 768 710 820 789 825 763 034 795 668 685 47.2 788 494 888 41.9 768 444 877 37.7 780 406 688 31.6 785 348 603 27.0 768 31.0 541 23.6 708 484 831 144 In - 49.7 548 MS 004 38.4 848 370 463 31.2 646 31.0 491 27.3 Bib 282 486 24.3 818 28.3 479 21.5 618 22.9 474 18.2 698 10.6 484 188 648 17.2 456 13.7 848 10.6 448 AnohorCapacity Table 6348s) AnahorCtip Patterns 08039ato 2.78 Co w108 988 Cant. Halloo CMU 161161324 P744143I Net• Armee Type 3118' Eltoldi,aem 114' EIc0U0ea00n 212 1X0 Uneaten 3'87 EI00 UWae5n SC 2508019901* 500 68 13148 AggeOarm ale Eko Unmton yr 85 Baa Aggreaeter 510 Steela/2 Semi Steel412 Urea (06) 6150 Serer (35) Edge Marne* 1" 242 1' 2.152 898' 1' 2452' 1' 2-152 2' 3.97 3' 048' 0.54' 0.272 Embe•na6 el 1414' 1414" 144' 144' 5" 1-v4' 1.54' 1-54' 14t4' 1.54' 1414' 2 144' 148' seas 2Ant boa ®4.76' tart 0.C. 19l1995a4 01009e1 C8pfig 1321f $90110 30004 46015. 63080 1844.9 270 WB 28026 36409 14099 37400 68424 048 Ws 31129 44205 68026 4Anchors ®2.88'N9t 0.019080581 (at ORA No (Ra. 85 740000 7400• 66'087.2 1486100 14840. WA 560876 NIA 06605 4461 68086 WA 802056 086876 1120 Re 0Amchara 01.71' Mtn 0.41 Standard(. 0160)414 gig 4) 863 Ws 788 MS 19480• NOL WA 706109 Nal 798115 (UA WA WA 1022103 1327144 1880876 4A51ro3(03' Mtn. 0.C./ 9) 2t5Arg81MI6 /p1g 85 760879 60087. tein as 1893Ibi G61080 66086 WA 760170 74917 880873 1800 Me 682072 063870 1170870 9ArChas4g9'M9n.0.C./(i)20A4glCaps / (Ng 8) 117000 117084 1020 Its 2340 Ws 2844 Ws 616191 84023 WA 114086 112283 • 1320 On 21338 Its 1022103 192726 1066196 3Aitha3891.34141n. 0.C. /1.14:312 416.126' A3a0. 63.78. 7) USA WA N/A WA HIA WA WA WA FIA NIA WA WA NTA *0*730 0Aro1.3Oil 0.621410.0.c. x803, 040.126' MUM. (Fig. 6) tl/A WA wA NIA WA WA WA WA WA WA WA WA WA WA 21 8s 2Mch0341287117400.0/F4:30 fig 0) 37085 875 Ws 316119 74583 712 Ws NIA 28026 014.0 348114 WA ' 440130 11/A 941 06 44220 68026 SArthers€11.7PMOL O.C./ F41/4(F1g. 10) 44303 62028 37008 073876 NIA WA 353 Ma NIA 30084 ISA FIA WA 611 Ws 664103 84309 FIGURE 1: FIGURE 2: • • FIGURE 5: • • U8E THE SAME ANCHOR PATTERN AND ANChOR VALUES AS THE STANDARD CUP •• • FIGURE 3: • FIGURE • • • • • FIGURE T: FIGURE 8: FIGURE 0: FIGURE 10. ' • •• • • FIGURE 4: • • • • • • • • ANGLE CUP (FIGURES 508) MUST BE USED IN PAIRS. CIRCLED VALUES ARE USED IN THE EXAMPLE ON SHEET 24. ANCHOR CAPACITY ADJUSTMENT FORMULA: ANCHOR CAP.,,,,•,,, (DP„.) x ( =ANCHOR CAP.„„ MULLION USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN RIS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MU W ON. IT WILL YIELD A MINIMUM ANCHOR CAPACRY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEFJF Tf�1CTj S eN USJ)4G jHE TEES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL,INST NI Des • • • • • • • 2) LINEAR INSERPOLW8OMBEIIWESN MULLLEIGTHStWD/OROPEN•NG WIDTHS IS ALLOWABLE. • 3) MUWOA AND MtIelm Cvs SHdbMN ARE Ntrr f(fSCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED N THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSiRAATLG!ODNCRETE%IALP& &FORM T& CI 30. ECWFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMUfS CO�)FORM T .OSTM C-�!WOOD,�HADL B P SSURE-TREATED YELLOW SOUTHERN PINE WITH AN SO OF 0.55. ALUMIN 5 BE CVO AEA MI0M(IM OF .1 5' STEEL STUDS TO BE A MINIMUM GRADE 33 AND .045" THICK (18 GAUGE). RUCi*41AL STEEL 740 BE Ai LEAST 025' THICK *ND A38. ALL ANCHORS INTO METAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #50 & 012 ANOH4RS INTO WOOD MAY BE STEEL, 1841 5.S. OR 410 S.S. 2' X 4' X.26' MULLION 0 z 2 tn U 2 03 L 1 2 X X 1 2 114 ssll(111111///, r -LYNN �`��'`�•'VLGENSF•'•.F•Q �: * No. 68705 q SATE SSroNAk. X4'4 A. LYNN°! LLER, P.E. FL P.E.# 58706 ••• • • • • • • • • • •• • ••• • • • • • • ••• • • • • 0 • • • • • • • • • • • •• •• TABLE 13A Mudlbn Capacity Table (Ib9At2) 2X67.26 �Maglenb, BWefata Opening Width Or ngmUOons)orOpentn ielaht (ter Forlaantalltspardngmuttons) 1001n Raate10531 Mating T•Nma35' Loafing 1201n Rectangular T4*TTda®. Loafing 1400 Redmadar Loadno Rap/Mang. Loafing 1601n Rs01•Igde tasting 78p/Bang. toadag 50et 801n 70In 8069 00In R543893118/ Loading 71$p77411143 tadng Reatangl8m Tratd TIaIO• Loadng RectarpMar 060486 Tmp4Ot5"•. Leafing R 3°1176' 188.10 Tre21Ten5 loed75 Red rmJ4ar L0adng T5ep0T62n15 Losing 3.28• 1 1 11 1 1 hh 3438' h I 1 1 h 13/4' h ii 1111 h 1 la 1414* a111-11111-11 II 1.1/4 0404• 1.319' h it 1 h1111111h OA li 1844 Us li 38016. _-_. 42h 170.0 820 1702 435 170.0 744 170.0 478 1700 838 170.0 600 170.0 882 170.0 518 170.0 1118 170.0 521 170.0 1240 070.0 521 170.0 1488 170,0 521 170.0 1735 170.0 521 1702 1893 170.0 521 4818 170.0 708 170.0 524 170.0 860 170.0 684 1702 892 170.0 030 170.0 1133 170.0 681 170.0 1276 170.0 877 170.0 141? 170.0 860 170.0 1700 190.0 860 170.0 1083 170.0 880 1700 2287 170.0 880 6022581 170.0 747 170.0 663 170.0 668 170.0 831 170.0 1018 170.0 684 170.0 1105 170.0 723 170.0 1346 170.0 747 170.0 1484 170.0 760 170.0 1783 170.0 726 170.0 2492 170.0 758 1702 2381 170.0 759 641n 170.0 787 170.0 812 170.0 036 170.0 601 170.0 1118 170.0 764 170.0 1276 170.0 803 1700 1434 1780 837 1100 1684 .170.0 850 170.0 1813 170.0 581 110.0 2734 170.0 681 170.0 2550 170.0 881 8081 170.0 888 170.0 701 070.0 1053 170.0 707 170.0 1240 170.0 678 170.0 1417 170.0 944 170.0 1584 170.0 820 170.0 1771 .170.0 1033 176.0 2123 170.0 1083 170.0 2419 170.0 1063 170.0 2033 170.0 1083 1331n 1700 030 1780 745 170.0 1118 170.0 850 170.0 12172 170.0 040 170.0 1485 170.0 1015 170.5 1873 170.0 1078 170.0 1858 175.0 1122 170.0 2231 170.0 1100 170.0 2803 170.0 1171 170.0 2076 170.0 1171 8618 170.0 074 170.0 789 170.0 1180 170.0 603 170.0 1381 170.0 1002 170.0 1558 170.0 1086 170.0 1753 170,0 1165 170.9 1048 170.0 1200 170.0 2338 170.0 1215 170.0 2727 1702 1288 1780 3117 170.0 1288 721n 170.0 1063 170.0 818 070.0 1276 170.0 1000 1100 1408 170.0 1128 110.0 1700 170.0 1228 170.0 11113 1700 1315 170.0 2125 170.0 1387 1102 2480 190.0 1485 170.0 2875 170.0 1529 1780 3400 1700 1530 78 N 1700 1122 170.0 837 1700 1345 170.0 1080 170.0 1570 170.0 1200 178.0 1794 170.0 1322 170.0 2018 170.0 1431 170.0 2243 1702 1505 170.0 2892 170.5 1629 170.0 3140 170A 1684 170.0 3680 170.0 1705 78In 170.0 1161 170.0 987 170.0 1381 170.0 1118 170.0 1811 170.0 1260 0704 1842 170.0 1369 170.0 7072 170.0 1474 170.0 2502 1780 1684 175.0 27833 170.0 1700 170.0 3223 170.0 1777 170.0 3883 178.0 1705 80 to 170.0 0328 170.0 1144 170.0 1694 170,0 1320. 570.0 1858 110.0 1485 170.0 2126 170.0 1893 170.0 2301 170.4 1793 170A 2858 170.0 1818 170.0 3188 170.0 2125 158.0 3413 170.0 2273 130.5 2413 170.0 2381 06 M 170.0 1417 170.5 1232 1710 1700 170.0 1434 i700 180.3 170.0 1834 170.0 2227 170.0 1794 4700 2050 170.5 1907 _ 170.0 3833 170.0 UM 180.0 3199 170.0 2338 137.1 3189 1510 2470 120,0 3199 150.1 2428 10818 170.0 1884 170.0 14091702 4013 1700 1847 1780 2231 170.0 1870 170.0 2460 170.0 2078 184.6 2781 170.0 2271 148.3 2781 157.5 2333 1232 2781 140.4 2281 1063 2781 125.9 7234 022 2761 116.0 2100 11018 1702 1830 170.0 1464. 1702 1085 1700 1700 1700 2283 170.0 1932 170.0 2021 170.0 2149 ' 151.0 2832 182.3 2245 1393 2932 148.4 2218 1132 2652 128.4 2165 072 2832 115.1 2128 85.4 2892 103.3 2099 120In 170.0 1771 1704 1488 170.0 2124 170.0 1850 154.4 2248 1582 1091 135.1 2252 141.4 1984 *241 2262 127.2 1938 108.1 2252 116.1 1615' 80.1 2252 993 1812 77.2 2252 882 1636 872 2242 81.4 1508 14401 _ 125.1 1884 128.8 1446 104.3 1884 108.1 1426 00.4 1524 01.5 1407 782 1504 80.7 1390 80.5 1284 72.9 1373 02.8 5564 69.7 1358 53.1 1684 88.0 1330 44.7 1584 49.2 1305 381 1584 44.4 1283 Anther Capeolty Table Ebel Anchor ClipPatteme BWefata 2.78 Concrete 3.82 Mee. Heave CAW ROM CM PT Woad Neal Archer Via ane` Elan o Uit•.an Elan Mum 1/4• E 418.40. uawoen 3318Mao on ' 1/4 ' Moo i 2800* 744 88 Ego A9Qm0•or 8'18.5lm Ultmea* MO es Mao AWre0ator 610 8ted Saw (01$ 812 Steal Satre 535) 012 Steel eararr(a51 Edge 01sleme443 1• 2.1/2 1' 24/7' 3.28• 1' 2.117' 1• 2.1/3' r 3438' 2' 0.48' 834' 0320 Ernbed1 r0 08 13/4' 1.310' 1.314• 1404• r 1-1/4' 1414* 144' 1.1/4 1.114' 0404• 2' 1.3/8' 1.319' wag2.08.40..t24.78'M6n. O.C./Standard aq•e�2 (F1g. td23 340 Ma 300 Ma OA 8905. 1844 Us 270 5e 38016. 354 5. 74016. 37454 854118 84810. 34181. 4421x+ 68010e 4 Amhara $24.er MN.O.C/ 9lama5(0081e6C0p(Mg. 33 780 Me 730 Re 90029 1780(0. 32325. 64059 680118 708(06 14005. 74016. 1272 Ms 18925e 6825. 68016. 1120 Ms 43Amhara 413 1.71' Min. 0.0./Standard (or °beg Cdip(F7g. 43 1180 M9 1400118 /0105. 2595(08 11.5% WA 04015. N/A 106595 N/A NEA 19044 1383@. 17705. 2240(0. 4Angora 423•MM. 0.0./ 13 245 Angle Cape/018.31 76010* 7805. ROMs 16805. 189050 64056 6905. WA 7605. 74853 " 880(03 188210. 8825. 6675. 112010* 8Am006693'300 0.0./ 724 ArmN COP /037. e3 15805. 14805. 1030 Me 31205. 37635. 10005a 11205. WA 15205. 14995. 17805. 379459 19835. 17705. 22405. 12 A551788 491.8'/41*. 0.0.1(2) 286 Angie 015s/(.73 16005. 210050 14405. 31805. WA NM 4320 Ma WA 1600101 WA WA N/A 24445. 285056 338059 4 Amhaa 01.34.4Mn. 0.0. /I3011A lnto.126'A an. (Fig. St WA WA WA WA WA WA WA WA WA WA WA WA WA NWA 1430 50. 8 Anchors W 034.6469.0.0.1 UCtlp, Into .125* Num. (Fp, •0 WA WA WA WA WA WA WA N/A N!A NIA WA NIA 148. WA 28810. 2 Anchors 444.80 6N. 0.0J2420(Fig. 103 3905. 3909M 4305. MO Re 18155. 2701.. 280110 954 Ma 7405. 3745. 636.08 0485. 3415* 44510e 5805. 4 Arches 491.71' MM. QCl1481(215.113 Mtrro. ma TUC ncrQer M ro 1103 •rvae etwur 683 Ms AM/Al/an s...3..., 700 Se ..u, 5035. utn 1289118 .... I. , .._... WA _ ...... N/A __..._ 47559 __ _.- WA 13656 WA NA WA 882 Ms 898 (18 1120 5. FIGURE 1: FIGURE 2: FIGURE 3: FIGURE 5: • • • • • • FIGURE 0: • • • • FIGURE 4: FIGURE 8: FRAME 9: FIGURE 10: FIGURE 11. I 11 FIGURE 7 • • • • • • • • • • •• •• • •• • • • ♦ • •: •. • • ANGLE CUP 4) SUBSTRA= S: COyCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED (Mums* • • CRETE 6 UNIT (CMU) SHALL CONFORM TO ASTM 380. WOOD SHALL BE PRESSURE -TREATED 5')• • OW 41.11P E WITH AN SG OF 0.80. ALUMINUM SHALL BE 6063 -TE AND BE A MINIMUM OF .128' Nor I • • T}8CK•STEI3. STUDS TD BE A MINIMUM GRADE 33 AND .045' THICK (18 GAUGE). STRUCTURAL STEEL TO PA04 • • B®ATLEAST .126'Q'H10KAND A38. ALL ANCHORS INTO METAL SHALL EXTEND ATLEAST 3SCREW • iHREADS110Y6ND TOE MATERIAL 1110 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18$ S.S. OR 410 S.S. ANCHOR CAPACITY ADJUSTMENT FORMULA: 639.)X / ANCHOR CAP'''""') =ANCHOR CAP \MULLION CAP..... USE THIS FORMULA TO OBTAIN THE •ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT l8 LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUALIFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 28 FOR INFORMATION ON WADING. DEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. • • • • • •• 2)tIN•t4TCpOoATION BETWEEN MULL LENGTHS AND/OR OPENING WIDTHS IS ALLOWABLE. • 0044 AP43) LJLLION CLIPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TTOO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-21 FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 450' 1»--2.000' ri ® nopy*ywith _Fitodd3 AogPtanwtt0iA 952 54 7132° e Pt•dud Centro 1 1111 oN1r .... ,� & `'A • No. 85705 2' X r X 28• MULLION r itis "L S :UJ= %O• �O'•. FL PS.EA.# TE 88705 F r ��: PCORIOP'(9• // 9/ONAi` .�. A. LYNN JlLLER, P.E. ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE 14A 1.28"x2.11" 1.125" AWm Tube Mull 421n 4881 66.82878 54 In 60 In 63 In 801n Reda gular Leading Tm4VTdarg. le8mlg 601n Re401gldar Leargng Tmpl itarg. Loading Mellon Capacly Table (IbWTt2) Opening Width (torw12caly-8pam6)g na430n8)orOpening Height (for horiz4rda✓ly-8pwiilg =Hong 8011 901n 10088 701n Rectangular loading LO8erg Reclanguthr Loading 12011 140h Tagarbleng. Loading Recta gulm LeadingLaseng TraP/Tda d. Reo8ngular t080ae TredTdan2. Loading Reatatgulat toeing TraplTdau3. loading Rectangular Loading Tmprdang. Loam Rectangular Lune Tmprrdatg. Lowey 1442 gee if 11. II 1! II IiI dh 1 1 623 167.0 428 1282 823 1438 418 103.0 526 138.8 414 40.1 626 134.6 411 601 828 134.1 411 72.1 529 1341 411 80.1 628 403 109.0 333 808 403 84.7 328 08.0 403 864 320 664 403 81.4 317 637 403 70.1 316 433 403 734 314 403 406 134.1 78.8 411 514 528 314 34.8 403 134.1 768 411 48.1 628 134.1 411 314 30.2 403 78.8 314 132.3 67.8 362 318 81.0 74.1 436 268 511 201 287 215 88.8 668 41.2 8 78.3 294 884 352 71.8 286 01.6 382 6/.2 265 467 381 848 284 41.2 382 636 283 34. 382 636 283 213.4 388 83.8 283 29.7 362 63.8 '483 eat 466 318 57.7 208 424 318 83.8 263 37.7 318 60.8 280 33.0 318 499 249 233 318 43.1 248 24.2 318 431 248 212 318 431 248 268 467 214 353 238 407 210 308 288 37.2 207 27.6 218 348 204 24.7 268 334 203 20.6 258 2 201 17.1 269 32.2 201 166 288 322 201 win 721n 781n 7818 427 37.2 234 213 269 178 24.3 228 181 418 39.4 321 200 28.6 234 38.1 188 306 234 34.7 182 28.7 234 31.8 183 237 224 28.4 188 21.4 234 289 184 17.8 234 268 183 16 234 266 183 134 234 234 183 183 166 31.0 219 213 39. 179 28.6 213 29.8 178 23.2 213 27.0 173 209 213 29.1 170 16.6 213 237 140 185 213 222 187 133 213 220 140 11.8 213 220 140 178 269 140 20.4 170 22.5 149 17.9 179 20.3 147 169 119 167 148 244 140 20.3 161 21.6 137 17.4 181 130 136 162 181 17.0 133 142 23.8 132 18.8 162 190 131 18.1 162 17.6 128 TABLE 1 Anchor Capacity Table (b•) AnehorCOpPattsma 81145612 2.70 COmmle aft Cat. Radon CNU F6md CUR PTWood 11dd A1ch6Typr /metro Mew 1/4'60062renn Madan37wEtcOUNeton 174'Ek0Ul8800 8/598 E9. Agge2ake 6112Eke Lamm 74.98Eta AggeO•or 9108068 m ece(08) 812 Steel 819617 (08) 812 Steil Strew 035) Edge 11348134 (0Q 1' 2-1/2 1' 2172' 8.1/8' 1' 2.1/2 1' -r 2-12' 2' r 34/8' 2' 648' 0.6r 8.324' Embe06001(re 154' 1482 14/4' 14/4' 2' 1.74' 1.114• 14/4' 1-/4' 14p' 1.74' 2 14/8' 1313' Was 4 Arth0m 69'60n. O.C./ (a) 216Argtetrip9/O ij 780109 140@3 820706 1660@3 128809 54023 680110 ISA 766 me 74513s /80185 130266 64209 885108 1430 Its FIGURE 1: • • • • ANGLE CUP MUST BE USED IN PAIRS. ANCHOR CAPACITY ADJUSTMENT FORMULA: X ( ANCHOR CAP.,,,,,,,,, ANCHOR CAP.., MUWON CAP.,,,,,,, USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WI(.(. YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUAUFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) UNEAR INTERPOLATION BETWEEN MULL LENGTHS ANDIOR OPENING WIDTHS IS ALLOWABLE. 3) MULUON AND MULLION CUPS SHOWN ARE NOT TO SCALE. FOR EXACT DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGGESTED, APPROXIMATE HOLE LOCATIONS. 4) SUBSTRATES! ION-REITE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONORETE BLOCK UNIT (1SM SHALLCONFOJR4 TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED YELL6Y� SOU PRE4NI A S4�p 05!A1.UMINUM SHALL BE 8083-15 AND BE A MINIMUM OF .125' THICK. :0 U�DIApE d'1�WD.045'THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST A T 13 AN A RSINTpiMAL SHALL EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #10 & #12 ANCHORS INTO WOOD MAY BE STEEL, 18.8 S.8.OR 410 S.S. • ••• •• ••• • • • • • • • • • • • 0• • • •• • • • • • • • • •• • • • • • •• • • • ••• • • • • • • • ••• r"--1.288'-1 .128' 1.28' X 2.11' X .126' MULLION (INTEGRAL FIN MULLION) D IL C3 gl N J W Z • �1 & g 1• 31 1 it N zt co • n fY X 2 a 0-# 1 1544 HBVISIED m comply(it8 whh the Florida Auo LOONN• ' I O Iemt e , product VVI IV%l Ill1////� `S ��O LYN9y QCT, LICENSE •, `�� * • No. 58705 •. X 61. ATE OF %G ;�",,,��NA1(I EN A. LYNN MILLER, P.E. FL P.E.# 58705 ••• • • • • •0• • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •0 •• • • • •• •0 080 • • • 000 • • TABLE 15A Mullion CallaoIty TOW (IbaM2) 8,28" BAYMULL1 30 Opening WId81Oar vertically -sparring mWons)orOpening Height (for hoAmr y-sparringmt Ions) 5001 6010 701n 6011 906 1006 1256 1406 1006 8880595.4• Loadt9 Iteprt51116, Loader Rectangular Laadng Trap/Slang. loading Rectan9ger loam 'T•p1I6•q• Loads ReNmgier Loading TraP'Ma0g. Loss Reatan36r _ Losing TreldMag. Loans Reelergdar Waft Tig51'11ang Lowing Reat•gdai towing Tratiltrang, laming Recmeroa•r Lowing ltlprrdang. 1.9112118 ne408,51 r 1oed9g 12ep114sn. Iaadtg 11111 h1 r h li1 0.64' h 1 h1h li 1111 1.814' II h ii 11 h li 11 h1 li 11 h1 li 11 hi li 11 h li 1 thihip1111111 1111111111111111111111 28.1 Angle 400ps 1878. ti 380 Ms 300033 450 nm 620191 1700193 27003 280193 364 -is 74014s la li 1 11 ' li {, 3§�en vi T.^, 426 1704 620 170.0 435 170.0 744 170.0 478 1704 588 170.0 608 170.0 092 170.0 610 170.0 1116 170,0 621 170.0 1240 1700 621 170.0 1488 170.0 821 170.0 1736 170.0 521 148.1 1740 170.0 521 4611 170.0 708 170.0 624 170.0 850 170.0 664 170.0 832 1704 830 170.0 1133 170.0 881 170.0 1276 170.0 877 170.0 1417 170.0 660 162.2 1502 170.0 480 130.6 1622 170.0 960 1142 1622 170.0 680 60.9186 170.0 747 170.0 663 170.0 896 170.0 031 170.0 1048 170.0 684170.0 , 1106 170.0 723 170.0 1346 170.0 747 1842 1443 170.0 76e 1384 1443 170.0 768 117.3 1443 170.0 760 102.6 1443 170.0 760 846 170.0 754 170.0 612 170.0 406 170.0 851 170.0 1118 1704 754 170.0 1276 170.0 803 060.4 1353 170.0 637 144,3 1363 1704 898 120.3 1353 170.0 881 103.1 1353 170.0 881 002 1353 170.0 401 806 170.0 886 170.0 701 170.0 1063 170.0 791 197.0 1218 170.0 870 1481 1218 170.0 944 1209 1218 188.8 038 118.0 1218 1621 024 97.4 1215 148.1 913 634 1218 146.1 013 73.1 1216 146.1 813 836 170.0 830 1700 746 170.0 1110 170.0 860 1602 1150 1884 931 131.4 1150 183.0 814 118.9 1100 141.0 840 1081 1150 134.2 889 87.8 1160 128.7 871 781 1180 1282 870 85.7 1180 128.2 870 686 170.0 074 170.0 780 1529 1018 185.5 851 130,6 1048 1488 844 114.3 1048 173.1 550 1019 1048 123.4 838 814 1018 118.8 830 782 1043 109.4 021 552 1048 1082 518 57.1 1048 13.2 818 726 1404 040 1474 704 117.4 880 170.0 748 1008 800 110.8 734 680 880 100.0 722 78.2 880 024 712 70.4 1380 802 703 587 860 70.2 693 504 580 784 888 44.0 860 78A 988 786 118.7 700 125.1 880 88.8 790 106.4 675 4 850 78 03.3 653 744 780 83.0 802 88.6 700 789 843 05 .0 780 71,7 835 454 780 60.1 824 424 793 61-1 81e ' 37.4 780 81.8 817 781n 110.0 760 116.6 047 92.3 760 06.1 844 781 760 850 632 602 750 77.1 821 814 750 709 812 554 750 85.7 805 ' 462 760 69.4 404 04.8 750 682 668 349 760 564 588 806 72.1 053 744 600 50.1 563 824 491 614 563 54.8 483 45.1 683 489 476 40.1 583 NA 488 381 563 409 482 30.0 683 382 452 263 603 33.3 446 224 583 31.8 442 966 684 404 81.1 443 48.6 405 41.5 435 42.4 404 44.8 427 37.1 404 39.0 421 33.0 486 36.1 415 ' 38.7 440 332 408 244 496 25.1 440 212 496 284 354 18.8 404 25.0 380 1086 41.7 351 42.8 353 344 391 354 348 78.8 301 31.1 342 28.1 391 274 337 23.2 391 24.0 333 20.5 391 826 328 114 381 10.7 321 144 331 17.8 316 1116 38.4 370 392 335 320 370 330 330 27.6 370 289 326 24.0 370 263 320 21.4 370 224 313 192 370 204 313 16.0 370 181 304 1206 30.4 317 309 280 25.3 317 280 284 21.7 317 228 280 18.0 317 50.0 276 180 317 174 273 14494 _ 17.0 220 11.5 203 Anchor Capacity Table1(ba) Anchor CUp Patterns S4M,Uat34 2.7k C•taete 863 Coro. Ho20w401U FEW CAW PT Weed 448081 A TYDe 8116 else UMeaoa 114' Eea swam me. El" Maw XIV 3118 Eb9la9eoa3 114' Eke Wanes Ela) 174' A90e0ator all" °e° 01088 n 114` Se Eton Aggreaata 810 8151 80280 (083 #1281¢0 00rew 035) "2 81ma Screw 635) Edge Mance (1/0 P 2.112' 1. 2.17? 3.118' P 24/2 I' 3.1/21 r Sta7 r 0.40' 0.64' 8324' E818%2860 0013 1-304' 1314' 1.814' 1474' 7 1.1/4' 1.114' 1.114' 1.1/4' 1.74` 1.114' r 140' 130' vanes 3Aro9ats ®4' 0197. 0A.1(2) 28.1 Angle 400ps 1878. ti 380 Ms 300033 450 nm 620191 1700193 27003 280193 364 -is 74014s 374105 720-0s 848603 26163 442106 880154 4 Anchors sig 3A` 453 0.0. t(21236Ang70Clips/¢10.2): 780154 780199 790 is 157003 2520603 840193 660163 WA 1120Se - 748154 880 Ms 185253 891193 865113 1140193 6 Anchors 402.71. 19n. 0.C.f 07)246 5n9S Clips, 4'l0 3j 112003 1120193 186609 2248 M3 2264 lbs WA 84055 WA 1050193 WA 1320.119 188 1012 Ps 132740 1680193 FIGURE 1: • FIGURE 2: • • FIGURE 3: • • • • • ) • ANGLE CLIP (FIGURES 1.3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 26 FOR INFORMATION ON LOADING. SEE SHEETS 2-4 FOR GENERAL INSTALLATION METHODS. 2) UNEAR INTERPOLATION BETWEEN MULL LENGTHS ANDJOR OPENING WIDTHS IS ALLOWABLE 3) MULLION AND MULL CUPS S N S F T DIMENSIONS, SEE SHEETS 21-23. HOLES TO BE DRILLED THE FIEI FO l IN DI E IO AL ESTRICTIONS SHOWN ON SHEETS 21-23. FIGURES SHOW SUGG SATED, APSIIIP ldAT45 HQLE IpOyTICHS. • 4) SUBSTRATES: CONOR6TE SHMILIPCONRMM TOeACI 3600 SPECIFICATIONS. HOLLOW AND GROUT -FILLED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-00. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.56. ALUMINUM SHALL BE 0063-T5 AND BEA MINIMUM OF .125' THICK. STEEL STUDS TO BE A MINIMUM GRADE 33 AND .046' THICK (18 GAUGE). STRUCTURAL STEEL TO BE AT LEAST .125' THICK AMD A38.41.6 ANCHORS WTCbMINAL SIIALI•EXTEND AT LEAST 3 SCREW THREADS BEYOND THE MATERIAL. #100& 412 ANCHORS INT@ WOOD MAY BE ST!EL,•I84PS.SPOR 410 S.S. • • • •• • • • • •• • • • • • • • • • • •• • • is • • • • •• • • • ••• • ANCHOR CAPACITY ADJUSTMENT FORMULA: 039.) X ( ANCHOR CAP'''""") a ANCHOR CAP.,,, MULLION CAP..,„,"., USE 11iI8 FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED° CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN IT IS LOWER THAN THE MULUON CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUAUFY ADDITIONAL ANCHOR OPTIONS FROM THE ANCHOR CAPACITY TABLE. 2 m 2 Z U a 2 A W N g 6 0 1 1 1 0) 0 'RODUCT RUVISBD 3s oontpfyU481vltb Uh _ t:4' COf1t101 55 Z ""d4 „‘,tON( (LYNN A.11/, :::76.06 tC2'Fp 14 No.50705 E`�Gs A. L 44N014NL1.hR, P.E. FL P.E.# 58705 O 00 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • O 00 • • • • • • • • • • • • • • •• •• _~ ~' Mullion Cepa*ltyTable Oboe) 3,25' 45 Openln8 WW1 (for vonlcaley-sppoorir mtlllons) or Opening Height (for hor zo taD,-span:1 g n u ons) W 10 801n 7010 60 4'n 0010 100111 1208n l 140111 10010 Re8Wrpner LosAA TreOTdang• London Rectangular IadB Totalling. Inane Ria Lotting RB1tl51mg. Lowing Rec1e1668U Loabn0 TreplTdu2g. Wade; Rectangular Lamig Up/Them. Lotting Reolatprier Lotting 7repntlen& Laming Rectangular Wong TaeptTdenp. Lotting Reote Oar Lotting 714915809. Laming Reatenin& Leming Tom• Loafing I ii II ii 11f Embattled (21 1 ii 11 li il Ifl 1.114' iiJ fl _ li11f 1.174' r 1116JUIIUIII 1518' 151.8 li II 3900s 390169 65015 820 Ws 178085 27031 li fl li11 374183 ii 11 l il78ln 42111 170.0 020 170.0 435 170.0 744 170.0 476 170.0 988 170.0 BOB 170.0 882 17.0 088 170.0 1118 170.0 521 170.0 1240 170.0 521 170.0 1486 170.0 521 170.0 1738 170.0 621 180.3 1871 170.5 521 4880 170.0 708 170.0 124 170.0 530 170.0 564 1780 082 170.0 630 170.0 1133 170.0 681 170.0 1275 170.0 077 170.0 1417 1170.0 680 183.7 1637 170.0 880 140.3 1837 170.0 880 122.8 1533 170.0 830 50.82610 170.0 747 170.0 603 170.0 890 170.0 831 170.0 1048 170.0 684 170.0 1185 170.0 723 170.0 1346 170.0 747 170.0 1414 170.0 758 147.1 1682 170.0 750 120.1 1062 170.0 706 110.4 1652 170.0 756 6410 170.0 797 170.0 812 170.0 950 170.0 101 170.0 1116 170.0 754 110.0 1275 170.0 803 170.0 1434 170.0 837 1652 1454 170.0 850 129.3 1465 170.0 1151 ' 110.6 1455 170.0 601 97.0 1485 170.0 801 6010 170.0 585 170.0 701 170.0 1083 170.0 707 170.0 1240 1750 870 167.1 1309 170.0 944 165.7 1308 170.0 980 126.7 1209 1635 594 104.0 1509 187.1 082 820 1309 187.1 502 758 1909 167.1 082 031n 170.0 830 170.0 745 110.0 1118 1780 860 1828 1241 170.0 840 142.6 1247 194.5 983 126.7 1247 852.6 005 114.0 1247 141.8 952 06.0 1247 1302 938 81.4 1217 165.7 935 71.3 1267 136.7 838 6081 170.0 074 170.0 780 110.0 1189 170.0 003 140.4 1190 183.7 985 128.9 1100 147.0 045 116.4 1100 138.5 828 103.9 1100 1524 914 588 1100 1156 808 74.2 1190 118.1 893 849 1180 1151 893 7210 101.8 1010 169.8 077 154.7 1010 144.0 858 116.4 1010 1275 842 108.0 1010 144.7 828 88.8 1010 1058 817 50.8 1010 509 807 87.3 1010 65.8 708 67.7 1010 87.8 780 50.5 1010 07.7 780 137.4 508 143.8 792 114.5 000 122.0 715 98.1 008 107.1 781 859 008 852 740 78.3 658 682 758 657 908 82.3 129 67.3 800 74.7 Ttb 49.1 800 71.2 710 42.9 006 70.8 708 761n 127.1 881 1325 754 105.0 861 1129 765 50.8 851 08.9 725 784 001 889 713 70.0 801 81.0 703 ' 639 801 75.4 884 53.0 561 68.1 881 45.4 881 84.8 876 89.7 881 83.7 673 9010 527 648 86.4 674 658 048 721 584 55.1 848 52.8 684 51.7 648 551 545 480 848 60.8 537 41.4 648 479 530 949 648 41.5 619 288 845 302 511 65.5 648 38.5 607 9810 882 808 70.1 508 58.8 888 55.1 489 457 565 614 491 429 588 45.8 483 37.0 685 414 478 34.1 688 38.1 r 470 284 088 394 469 24.3 508 30.5 452 21.3 660 *7 447 10810 47.9 449 48.9 405 39.8 448 412 389 342 448 35.7 393 209 449 31.7 657 289 MB 28.8 382 ' 23.9 448 28.1 377 20.0 449 22.7 388 17.1 410 20.4 381 18.0 448 159 388 1111n 44.1 409 45.0 355 302 428 37.9 379 31.5 470 328 373 279 425 29.1 387 24.6 409 265 382 22.1 425 24.0 388 184 426 20.7 350 15.8 436 18.8 343 12010 34.8 384 360 331 29.1 354 29.8 328 24.9 384 239 321 21.8 384 229 317 154 384 20.5 313. 179 384 15.7 309 1441n 205 283 20.4 238 159 253 17.1 230 - - Anchor GapaoltyTable llbe) Atroh07CSpPatterns 8o51m5 2.714 Canna 3.530015. H48owCMU Rad CAW P7 Wood Mata Anoho Typo 9/16 Oleo Wrenn iN'EIaOUReaon 5t18'Esa Memo 3118'Eb5tg6aaon t/4'EboUOeom 11088 Moo Apye5eta 6n8•Etoo noon Ur 88 Soo Aggre3ator 0100tee1 eaeo 112 Steel &ern(03) 8128tee1 gonns(751 Edge natant On 1' 2.1/2' 1' 2.82' 3415' r 2.101 1' 24V2' r 9•U8' 2' 0.48' 0.51' 5334• Embattled (21 1314' 1.3/4' 1.314' 1.34' 2' 1414' 1.114' 1414' 1414' 14/4• 1.174' r 1.110' 1518' 151.8 2Anabom(p5•L05O.C./01 hal Angle Ohs /pag.$): 3900s 390169 65015 820 Ws 178085 27031 2001b3 354124 740We 374183 72003 048 Ms 34130 442101 88003 4 Anchors w3.SMEn O.C./(2)2458091a Clips /(Fp.23: 78503 70085 79033 1870 Ns 252803 54085 58015 NIA 112033 74803 85015 180285 65203 8880e 1120 Mt 8 Anthem 05 2.77 no. O.C. /(2)246 Angle 0e73l 5t4g. 33 112015 1120)83 55833 2248 Ms 2094158 NIA 840653 6411 105915 N/A 122085 N/A 1002 06 1337 Ms 1588 85 FIGURE 1: FIGURE 2: • • FIGURE 3: • • • • • ANGLE CLIP {FIGURES 1-3) MUST BE USED IN PAIRS. TABLE NOTES: 1) SEE SHEET 1 FOR INSTRUCTIONS ON USING THE TABLES AND SHEET 25 FOR INFORMATION ON LOADING. SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. 2) UNEAR INTERPOLATKQN•BETWEEN MUU. LENGTHS ANID/OROPENI G WIDTHS IS ALLOWABLE. OES TO BE MULLIONRILLS AND DINCLIPS THE FIWQD KI LgWIV AL STRICTIONS SHOWN ON SHEETS 21.2EXACT DIMENSIONS, SEE SHEETS 3. FIGURES SHOW SUGGESTED, APPROXIMATE H5Y.EAOCATIQNS. • •• ••• •• • • • •• 4) SUBSTRATES: CONCRETE SHALL CONFORM TO ACI 301 SPECIFICATIONS. HOLLOW AND GROUT-FIU_ED CONCRETE BLOCK UNIT (CMU) SHALL CONFORM TO ASTM C-80. WOOD SHALL BE PRESSURE -TREATED YELLOW SOUTHERN PINE WITH AN SG OF 0.65. ALUMINUM SHALL BE 6083-T6 AND BE A MINIMUM OF .125' THICK. STEEL STUI* TO BEA:MINIMUM GRAD63i AND .046' WICK (11(3AUGE). STRUCTURAL STEEL TO BE AT LEAST .126' THE MATERIAL �ANSA38.ALLANCHOO NTOL SH*LL 1T S. TLLEAST OR 410 $ SCREW WTHREADS BEYOND 4'Z �1'"4i IN • • • • MA • • • •• • • • • • • • •• • • • ••• • ANCHOR CAPACITY ADJUSTMENT FORMULA: (DR. ) X ( ANCHOR CAP.,,'•,,,,) m ANCHOR CAP.,,, MULLION CAP..„„,,,, USE THIS FORMULA TO OBTAIN THE 'ANCHOR CAPACITY REQUIRED' CORRESPONDING TO AN ACTUAL PRESSURE REQUIREMENT FOR THE OPENING, WHEN R IS LOWER THAN THE MULLION CAPACITY (FROM THE TABLE) OF THE SELECTED MULLION. IT WILL YIELD A MINIMUM ANCHOR CAPACITY WHICH MAY BE USED TO QUAUFY ADDITIONAL ANCHOR OPTION FROM THE ANCHOR CAPACITY TABLE. .126' 6 22 2 Z U a 2 m 1 jj L 1 d 5 1 O KtODucl lauw511D ea complying with 1110 nat16 neRdlagCodsA w 0. w.0'� `\1(111111!/h • `spNV LYNN %1/( '77i/ No. 60705 * ATE .•�iU` �`� 4141. "LOHLOA.•�G�� S�ONAI \1 : A. LY KI11LL.ER, P.E. FL P.E.# 58705 *se • • • • ••• • • or • • • • • • • • • • ••• • • • • • • • • • • • • • 0 •• •• • • • •• •• 0410 • • • ••• • • 1' x2' X.125' MULLION 8083.78 ALUM. *SECTION .375" MIN. .375" MN. • X 2' X .375' MULLION 608348 ALUM. *SECTION " I i % STANDARD CUP 2.000' i I j 6063T8 ALUM. r i x -SECTION 1 ; .126• 3.126' 8.800' CCREATSPCLIP,SF .376' r - DETAIL F, SHEET .125' 2.750' .126' 1' X 2.76' X.378'MULUON 808378 ALUM. *SECTION 2.125' u.CUP 806378 ALUM. L_ *SECTION -{ L.740' F»- .33r MN. CENTER OF ANCHOR HOLE MUST LE WITHIN THE DASHED BOUNDARY. SEE SHEETS 647 FOR THE ANCHOR 0.0. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER * 1/15'. 6.500' STANDARD CLIP 6063-T8 ALUM. TOPVEW .375' MUL .125' .740' OFFSET CUP 8083.78 ALUM. TOPVEW U•CUP 8063-T8 ALUM. TOPWEW CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 6-17 FOR THE ANCHOR 0.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER ANCHOR DIAMETER + 1(16'. •• ••• • • • • • •• • • •• ••• TABLE B 1' X 2.76• X .868• MULLION. 008378 ALUM. *SECTION 'i I'-.126' .L I -1.000'-I 1' X 3.125• X .5' MU LUON 8083-T8ALUM. X -SECTION 2X6 ANGLE CUP 6063 -TO ALUM. *SECTION 6.090' .125' .376' MIN. I- 3.188' 1+1250'-I .125' 286' 128' X 3.168' X .285• MULLION 8083•T8 ALUM. *SECTION 7X6 ANGLE CUP 806378 ALUM. TOPVEW CENTER OF ANCHOR HOLE MUST UE WITHIN THE DASHED BOUNDARY. SEE SHEETS 8.17 FOR THE ANCHOR 0.0. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER * 1/18'. Mull Dimension (sheet 9) POT Part It Mullion Std. Clip Offset Clip U.CIIp Angle Clip 1" X2' X.125° (5) 68605 686113M 8861118M 866243M 866511M 1" X2° X.375" (6) 668006 688114M 6881118M 686244M 668512M 1' X2.75' X.375" (7) 88807 688115M 6681120M 866246M 686513M • 1"4(2,781 X.860" (✓g •: • 438608 688118M 6681121M 66624861 866514M V3.186 ((.586° (6) • 8863761 6881116M 6681114M 866242M 686515M 1 •(3A88bX. {}12) • •86641M 668111761 686111361 686241M 18M 1.X2,11" X.125"" ` }18). • 88370 NIA N/A WA 666517M NOTES: 1) How j0 11444ILLED FI%LVOLLOVITCiDI. R VAL RESTRICTIONS GIVEN ON THIS SHEET. • 2) SEE 8IEEETSt-20 FOR SUMMED, APYROXIMATE NOUS LOCATIONS & ANCHOR O.C. DISTANCE. • •• • • • • • • • 3) SEf•BNEETB i.4 FOR OEN#RAL INSTALLATp'1N161ETH01 . TABLE A I_1268' .125' `.126' 1.28' X 2.11' X.125' MULLION 8083-T6ALUM. *SECTION Dimension Value (in) Par Mullion: A 1.625 1' X2' X.128' Aluminum Mullion B 2.654 C Mb1163 D 0.740 A 1.125 B 2.404 1' X2' X.376' Aluminum C 0.835 Tube Mullion D 0.490 A 1.878 8 3.000 1' X2.75" X C 0.757 .375 Aluminum D 1.118 Tube Mullen E .450 Min. A 1.312 1' X2.75° X B 3.000 .650' C 0.478 Aluminum D 0.836 TOW Mullion A 2.000 B 2.837 1' X3.126' X Alum C 0.883.500' Tube Mull D 1.137 A 2.826 B 3.282 1.25'X3.188' X 285' Alum Tube Mull C 0.862 D 1.782 1.26' X2.11' X A 1.813 .121" Alum Tube Mull 0 3 CO 2 Z W U a 1 N m 6 co i 0 D. O f 1 2 0 1 3 1 1 Q PRODUCT MGM as complying with the Montle BuidiogCndc t • ,_ .u�.�....., 745.�T BY . • Andra • mum 111 1 ``N.11ONH ILYNN 1yuze, �ii', zScs•''U,ACEN4...•F'P i ' * No. 88705 �'. 4 I Z:7 IsST TE OF/ FCORIOP.• �`: OPIAI. A. LVN I idR, P.E. FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • --� 1.000' j-- 4.000' --{ 1.000• f-- 4.000' .125" A w, c 126 1 X 4* MULLION 8083.78 ALUM. XSECTION .125' rX4'X.375. MULLION 608348 ALUM. X -SECTION .3375' 1 .126' STANDARD CLIP 6083.16 ALUM. *SECTION 1'X4"X.376' 'T -MULLION 608346 ALUM. X -SECTION 126' X 326' X .100' 125' X 3.25' X .824• 1.25' X 3.94' X .824• MULLION MULLION MULLION 600545 ALUM. 8008-T5 ALUM. 8008-75 ALUM. *SECTION *SECTION *SECTION .376" MIN. 3.126' 5.500' .126" CUT HERE TO ,, _ CREATE F0.1P. SEE DETAI. F,SHEET4 .126' .375' T4T E }-{ .128• j I 2.126' 4 i U•CLIP 6083.76 ALUM. *SECTION -I 1-.126' 2AF 2X8 ANGLE CUP 808346 ALUM. X -SECTION .126' CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 5.20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1118'. 375' 2.878.2 .378 MW. 2 CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 5.20 FOR THE ANCHOR O.C. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR =METER +1/18*. 5.600" STANDARD CLIP 8083-T6 ALUM. TOPVIEW .376' 2.280• 3.280.48° BAY MULLION 30* BAY MULLION; 1 / 6063.78 ALUM. 8083•T6ALUM. r I *SECTION *SECTION • • • • • • • • • •• ••• •0.125' .740' 2 1) HOLES TO BE DRILLED IN THE FIELD FOLLOWING DIMENSIONAL RESTRICTIONS trEgl 0l 119 SHEET • • • • • • • • • • • 2) SEE SHEETS 5-20 FOR SUGGESTED, APPROXIMATE HOLE LOCATIONS. • • • • • • • • • •• • • • • • • • • • • OFFSET CLIP 608370 ALUM. TOPVEW 3) SEE SHtt I S 2.4 FOR GENERAL INSTALLATION METHODS. • •• • • • • • • • •• • • • ••• • U•CLIP 6003.78 ALUM. TOPVIEW TABLE C CENTER OF ANCHOR HOLE MUST UE WITHIN THE DASHED BOUNDARY. SEE SHEETS 6.20 FOR THE ANCHOR 0.0. DISTANCE MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 5.000' .376' MIN. Dlmenelon Value On) Per Mullion: P 3.887 VX4'X 0 1.000 .125" H 2.080 Aluminum I 3.000 Tube MuOlon F 3.187 1'X4'X 0 0.787 .375' H 2.430 Aluntuumt I 3.000 Tube & T F 2.250 1.26' X3.28' o 0.780 X.100' H 1.500 Aluminum I 3.250 Tube Murton TABLE 0 TABLE C CONT. Dlmenelon Value (In) For MUlllon: F 1.838 1.25'X3.26' 0 0.600 X.824' H 1.438 Alumbwm I 3260 Tuba Mullen F 2.826 1.25' X3.84' 0 1.125 X.624' H 1.560 Alumhtum I 3.280 Tube Mullion F 2.813 30° Bey Mul F 2.878 48° Bey Mull .375' MIN. 2X6ANGLE CLIP 5063.76 ALUM. TOPVIEW Mill DImenelon (sheet 0) POT Port • Mullion Std. OHp Offset011p U•OIIp AngleClIp 1' X4' X.128'(10) 89364 808111M 8881122M 866241M 688518M 1' X4' X.375' (11) 66810 886112M 8881123M 886242M 668519M 1' X4' X.975'1" (11) 66689 88811261 6801123M 000242M 8686180* 125' X 325' X.100*(13) 20160 8881127M 6601124M 6662410M 8685116M 1.28' X3.21' X.824' (14) 20181 6001128M 88811250* 8862411M 668511894 1.25' X3.94' X.824' (15) 20182 688111761 06811200* 886241M 886817M 30 Degree (19) 88849 WA WA WA 0365110M 48 Degree (YA) 66850 N/A WA WA 8885111M 0) m 2 3 2 o U a 2_ 0 JE +RODUCTREVISHI) wroplyins wit 0o bride *axomroo No d, � �C1sira Doe + LYNN 611 1,,,, 0.`... •' %10EN8E •. Fft ,. '• No. 55705 A. LYNIIIIMK. R, P.E. FL P.E.# 58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 4100 • • • ••• • • TABLE E Mull Dimension (sheet 6) PGT Part# Mullion Std. Clip U•CIIp Angle Clip Y X4° X.25'(18) 66602 666281M 886271M 0665112M 2° X 6° X .26' (17) 66604 868262M 66627294 6665113M NOTES: 1) HOLES TO BE DRILLED IN THE FIELD FOLLOWNG DIMENSIONAL RESTRICTIONS GIVEN ON THIS SHEET. 2) SEE MEETS 5-20 FOR SUGGESTED, APPROXIMATE HOLE LOCATIONS. 3) SEE SHEETS 2.4 FOR GENERAL INSTALLATION METHODS. .260' rX4' X 25' MULLION 6063-T6 ALUM X -SECTION 6.000' 2'X6'X.25' MULLION 6063-T6 ALUM. XSECTION .375° MIN. 2 .376' MIN. 2 -I 1--.125° STANDARD CLIP 6063.T8 ALUM. XSECTION .125' 1.490' 6.560- CUT HERE TO .37G 1MIN 343 3.800' CREATE F -CLIP, SEE DETAIL F, r SHEET rI 1 I • iki .1• I I -- / , •• • • • • • • •• •• • • • • • •• •• L _ arenmeon n ie CENTER OF ANCHOR HOLE MUST UE 6083 -TB ALUM WITHIN THE DASHED BOUNDARY. SEE TOPVIEW SHEETS 6.20 FOR THE ANCHOR 0.0. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1116'. 6.606J CUE HEFT TO Ilk .376' `MN. r 1 ---- L J 3.500° CREATE F -CUP, 2 _ SEE DETAIL F, r SHEET r - 1 I • iki .1• I I 18• • . , •• • • • • • • •• •• • • • • • •• •• - • • • • 4.858' • • • • • • • • • • 44� • • • • • STPD C� • • 606619 ALUM. • • • TORWIEW • • • • •• • • 2 2.125' 2 U•CUP 6063•T6 ALUM. X -SECTION .125' U-CLIP,6063-T ALUM. OR 2' 4' ON SHEET 16 TOPVIEW CENTER OF ANCHOR HOLE MUST LIE WITHIN THE DASHED BOUNDARY. SEE SHEETS 6.20 FOR THE ANCHOR O.C. DIST/610E. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER+ 1116'. •• • ••• •• 1�1 5A38" • --- • • • • • • • U -CLIP • • • • • 8063-T6 ALUM. • • • • USED FOR 2' X 6' MULLION. SHEET 17 • • • • • TOPVIEW -1 1-'.125' 2.�' 2 3.438" 5. 6.000° L_.375' MIN. .375' MIN. 2X6 ANGLE CUP CENTER OF ANCHOR HOLE MUST LIE 6063.76 ALUM WITHIN THE DASHED BOUNDARY. SEE TOPVIEW SHEETS 6.20 FOR THE ANCHOR 0.0. DISTANCE. MAXIMUM ANCHOR HOLE DIAMETER: ANCHOR DIAMETER + 1115'. 6.000' 2-+- 38' r 1 ---- L J _ 2X5 ANGLE CLIP 6083-16 ALUM TOPVIEW le al ells CO 2 w U 51 O m z N a O 47 z u g k O C Y Q g 3 O 0-M reg ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • • • • • •• •• EXAMPLE 1: SINGLE VERTICAL MULLION NO ANCHORS IN HEAD 72' MULLION LENGTH � 8EE FENESTRATION PRODUCTS APPROVAL l BEE DETAILS, SHEETS 24 C' L-- NO ANCHORS N WNDCW SU. 32' 32' -i1--MULL WIDTH OPENING WIDTH SEE DETAILS, SHEETS (24 THE BUILDING SUBSTRATE 1S IO/OWN TO BE WOOD ON ALL FOUR SIDES. THE WINDOW FRAME DEPTH 152.1W. THE OPENING REQUIRES A DESIGN PRESSURE OF +60.0/-80A PSF, 1) INITIALLY ASSUMING THAT A 1' WIDE MULLION IS SUITABLE,THE MULLION LENGTH I8 72' AND THE OPENING WIDTH IS 32"+32+? =85'. REFERENCING SHEET 25, THE COLUMN USING RECTANGULAR LOADING MUST BE USED. SCAN THE MULLION TABLES FOR A MULLION THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2.114' AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +60.01.80.0 PSF. IF THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZEAVAILABLE. FROM TABLE 3A, SHEET 7, THE? X 2.75' X .375' MULLION (LENGTH a 72', OPENING WIDTH = 70') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +1.58,3 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 4A, SHEET 8 THE 1' X 2.75'X .BSO' MULLION (LENGTH ? 77, OPENING WIDTH = 70") HAS A DESIGN PRESSURE OF +I-72.7 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 838 LBS. 2) USE TABLE 46 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE WOOD SUBSTRATE. BOTH 110 STANDARD CLIP WITH (4) 012 ANCHORS AND THE 2X5 ANGLE CUPS WITH (4) 612 ANCHORS HAVE A CAPACITY OF 885 LBS, THOUGH EITHER ONE COULD BE USED, THE STANDARD CLIP IS EASIER TO INSTALL. 3) VERIFY THE DESIGN PRESSURE OF THE FENESTRATION PRODUCTS USED WITH THIS MULLION SYSTEM. THE LOWER DESIGN PRESSURE, OF MULLIONS Ort FENESTRATION PRODUCTS, WILL APPLY TO THE OVERALL ASSEMBLY. FINAL DESIGN PRESSURE REQUIRES THAT THE BOTH THE MULUON AND THE FENESTRATION PRODUCT BE INSTALLED IN ACCORDANCE WITH THE INSTALLATION SPECIFICATIONS INTO RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULLION. IN THIS EXAMPLE, THE DESIGN PRESSURE REQUIRED WAS +/-60.0 PSF. THE OVERALL MULLION SYSTEM WAS DETERMINED TO BE 72.7 PSF WITH AN ANCHOR CAPACITY OF 838 LBS. ALTERNATIVELY, THE ANCHOR CAPACITY ADJUSTMENT FORMULA COULD HAVE BEEN USE TO TO CALCULATE THE ANCHOR CAPACITY REQUIRED FOR THE EXACT DESIGN PRESSURE OF BO PSE: (60 F) X (7g�7 LPS KW)) 0 824.8 LBS (MAY BE USED TO QUALIFY 610 STEEL SCREWS FROM TABLE 4B) EXAMPLE 2: MULTIPLE MULLIONS MULL WIDTH -1 F -- it �r VERTICAL) MUWON L _ LENGTH a OPENING HEIGHT FOR HORIL MUWON }-P` "SEE FENESTRATION PRODUCTS APPROVAL. � r SEE DETAILS, SHEETS 23 1 i SEE DETAILS, SHEETS 24-, 1 I L SEE DETAIL E, 8HEET3 SEE DETAILS, SHEETS 24 38", HORIZ. ___�� 38', NORM. MULL LENGTH MULL LENGTH j _J OPENING WIDTH FOR VERTICAL MULL THE BUILDING SUBSTRATE IS KNOWN TO BE CMU ON THE JAMBS AND USES A CONCRETE HEADER AND SILL. THE WINDOW FRAME DEPTH IS 2-378'. THE OPENING REQUIRES A DESIGN PRESSURE OF +00.0%85.0 PSE. FOR THE VERTICAL MULLION: 1) INITIALLY ASSUMING THAT A 1' WIDE MULLION IS SUITABLE, THE WLLION LENGTH IS 32"+72'+1"n105' AND THE OPENING WIDTH IS 38"+36'+1`=73'. REFERENCING SHEET 25, THE COLUMN USING RECTANGULAR LOADING SHALL BE USED. SCAN THE MULLION TABLES FOR A MULUON THAT IS AT LEAST THE WINDOW FRAME DEPTH OF 2.318° AND WILL MEET OR EXCEED THE REQUIRED DESIGN PRESSURE OF +50.0/-55.d Pte. If THE TABLE DOES NOT SHOW THE EXACT SIZE, USE THE NEXT LARGER SIZE AVAILABLE. FROM TABLE 3A, SHEET 7, THE 1' X 2.78' X .375' MULLION (LENGTH =108', OPENING WIDTH = 80') MEETS THE DEPTH REQUIRED, HOWEVER THE DESIGN PRESSURE IS +1-18.1 PSF AND WOULD NOT BE SUITABLE FOR THIS APPLICATION. FROM TABLE 12A, SHEET 18, THE 2' X 4' X .23O' MULUON (LENGTH =108', OPENING WIDTH .801 HAS A DESIGN PRESSURE OF +44.7 PSF WWII EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED IN THIS APPLICATION. NOTE T10 ANCHOR CAPACITY REQUIRED Of 871 LBS. BECAUSE ITIS NOW KNOWN THAT THE MULLION WILL ADD 2' TO TI -1E WIDTH 0? THE MULLED UNIT, THE ADJUSTED OPENING WIDTH IS 38'+33'+2'=74", NOT 73' AS PREVIOUSLY ASSUMED. VERIFY THAT THE DESIGN PRESSURE IS STILL APPUCAB-E FOR THE ADJUSTED OPENING. ALTERNATIVELY, THE WINDOW WIDTHS MAY BE REDUCED TO MAINTAIN THE 73' DIMENSION (35-1/2"+35.1/2'+2-=73'), 2) USE TABLE 126 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CONCRETE SUBSTRATE IN THIS EXAMPLE, ASSUME THE POURED CONCRETE HEADER AND SILL ARE 8' WIDE. IF THE MULLION CLIP WERE TO BE CENTERED WITHIN THE 8', CARE MUST BE TAKEN TO MAINTAIN THE FASTENERS EDGE DISTANCE. U89401415 STANDARD CLIP WITH (8) 3118" ULTRACON ANCHORS AT AN EDGE DISTANCE OF 2.1/2' GIVES AN ANCHOR CAPACITY OF 1050 LBS WHICH 13 GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPACITY OF 071 IBS. FOR THE HORIZONTAL MULLION& BECAUSE THE VERTICAL MULL WILL BE A 2' X 4' X 250' MULLION, IN THIS EXAMPLE WE WILL MATCH THE HORIZONTAL AND VERTICAI. MULLIONS, ALTERNATIVELY, ANOTHER MULUON TYPE COULD BE CHOSEN. 1) THE MULLION LENGTH IS 38' AND THE OPENING HEIGHT 1S 32"+7i+2" =106'. REFERENCING SHEET 25, THE COLUMN USING T RAPEZOIDALITRIANGULAR LOADING MAY BE USED. FROM TABLE 12A, SHEET 18, THE 2' X 4"X .250' MULLION (% LENGTH = 42', OPENING HEIGHT. 120') HAS A DESIGN PRESSURE OF +/-170.0 PSF WHICH EXCEEDS THE REQUIREMENTS FOR THE OPENING AND MAY BE USED N THIS APPLICATION. NOTE THE ANCHOR CAPACITY REQUIRED OF 521 LBS. 2) USE TABLE 128 TO FIND THE ANCHOR TYPE, ANCHOR QUANTITY AND CLIP TYPE REQUIRED FOR THE CMU SUBSTRATE. IN THIS EXAMPLE, ASSUME THE CMU JAMBS ARE 8' WIDE. IF THE MULLION CUP WERE TO 8E CENTERED WITHIN THE 8'J CARE MUST BE TAKEN TO MAINTAIN THE FASTENER'S EDGE DISTANCE. USING THE 2X8 ANGLE CUPS WITH (4) 3/18° ULTRACON ANCHORS AT AN EDGE DISTANCE Of 1' GIVES AN ANCHOR CAPACITY OF 540 LBS WHICH IS GREATER, AND THEREFORE SUITABLE, FOR THE REQUIRED ANCHOR CAPVIIJS'I)P /2R LSS.• • • • • • • 4) CCAPACITYE181�074 VSe. Wf Ua�AH IDIS IS MULLION, TEN, AND THEREFO SUrrABl.E THE SAME E, FORACITY OF 521 LBS. TABLE THE REQUIRED ANCHOR OAPACITY 6 FOR THE REQUI PREMENT OF 521 L888. THE ANCHOR ANCHOR TYPEGMA 012�'♦�L • • • • • FROM THE ABOVE STEPS, OUR MULLION DESIGN PRESSURE I8: +1.84.7 PSF FROM THE VERTICAL MULLION; N-170.0 PSF FROM THE 38' HORIZONTAL MULLION ATTACHING TO CMU: +J-170.0 PSF FROM IFHE 3'NVRIZONTAWMULL4ON ATTACHND/TO THEO/ERTICAL MULLION (INTERSECTION). THE LOWEST D�IGI PRERESSURE • SUUtRRE IS +984.7 PSF AP WOUL:APPLY 90 NAL. OF THE MULLIONS. RATION PRODUVERIFYCTS, MIA? LY T(ZThE OVEERAdp TIE LIN�IY. OAHP��I IG U r WITH THIS MULLION SYSTEM. THE LOWER DESIGN 8SURE REQUIRES THAT BOTH THE MULLION ANDDTHEEFFENESTRATION PRODUCT BE INSTALLEDNS OR IN ACCORDANCE WITH THE INSTALLAT IIONN SPECIFI TIONS I RESPECTIVE SUBSTRATES AND FENESTRATION PRODUCTS TO MULUON. PRODUCTRBVISED ,seomplyln33lIhtEFWdda l S� //u�11 AmptencoNo +' w ON(A4YN141A9!(�///i, \\,\CENSE• l No. 58705 ;'n%''� 1 1-1(16 /' • ATE CSP A. LFL YF4P.EN M,O 6870 115114,1 5P.E. ••• • • • • • • • • • • • • • •• •• ••• • • • • ••• • • • • • • • ••• • • • • • • • • • • • • •• •• • ••• • • r Nil/ il %1I/ ilk �41 �U�or 4 //4 FrSH/DH ilk 4/ l //4 LOADING OF VERTICAL MULLION WITH INTERSECTING HORIZONTAL MULLIONS ovir NOTES: 1) DRAWINGS ARE RERESENTATIONS OF TYPICAL CONFIGURATIONS. CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM THOSE SHOWN. 2) IF THE LOADING TYPE CANNOT BE DETERMINED, USE RECTANGULAR LOADING. LOAD NO OF VERTICAL MULLION LOADING OF VE ALBA .LION PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED WITH INTERSECTING�ZOR7j1L'MULUO S• • • • • •• •• • • • • • •• • • •• • • ••• • • • • ••• • • • • • • • • • • • • 0 0 • • • • • • • • • • • • $ • •• •• • • • •• •• ••• • • • ••• • • ilk - SHIDH .,l/ &NON 4 ovir NOTES: 1) DRAWINGS ARE RERESENTATIONS OF TYPICAL CONFIGURATIONS. CONFIGURATIONS NOT SHOWN MAY BE EXTRAPOLATED FROM THOSE SHOWN. 2) IF THE LOADING TYPE CANNOT BE DETERMINED, USE RECTANGULAR LOADING. LOAD NO OF VERTICAL MULLION LOADING OF VE ALBA .LION PANEL OF HINGED DOOR IS NOT CAPTURED OR ANCHORED WITH INTERSECTING�ZOR7j1L'MULUO S• • • • • •• •• • • • • • •• • • •• • • ••• • • • • ••• • • • • • • • • • • • • 0 0 • • • • • • • • • • • • $ • •• •• • • • •• •• ••• • • • ••• • • GRAPHIC SCALE 20' 10' 0 10' 20' ( IN FEET ) 1 INCH = 20 FT. LEGAL DESCRIPTION: LOT 12, AND THE NORTH z OF LOT 13, OF BLOCK 14, "FIRST ADDITION TO PASADENA PARK" ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 0, AT PAGE 82, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: FOLIO No. 1 1 -223 1 -0 13-0590 10565 N.E. 2nd COURT MIAMI SHORES, FL 33138 AREA OF PROPERTY: 8,025 SQUARE FEET AND/OR 0. 198 ACRES MORE OR LESS. CERTIFIED TO: THIS BOUNDARY SURVEY HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAME HEREON. THE CERTIFICATIONS DO NOT EXTEND TO ANY UNNAMED PARTIES. - SAMUEL T. COMERFORD AND YANET COMERFORD • • • •••• • • •••• • • • • • •• •• • • e • • • •• SL2K' 'ORIS MOTES: 1 .) THE ABOVE CAPTI*NEDFROPERTY NRS SURVPYED AND DESCRIBED BASED ON THE ROMPLIEGAL DESC tPTIOR: PROVIDEVIACLIENT. 2.) iii4 L6IFICATION j40 NLS FOR TH, LAyIiilp v5 DESCRIBED. 17 15 NOT A CERTIFICATION OF TIRE, ZC#NIN6, EASENlENT91 OR FREEDOM OF ENCUMBRANCES. ABaJPR}t011•NJT REVIEWIR".•• •• •• 3.) TFTFir MAY BE ADDITIQNAL RESTRICTelQiSHOWN ON THIS BOUNDARY SURVEY THAT MAY BE FOUND IN THE PLIBLI(41 RECORDS 0E1115 COUNTY, EXAVINKIIIROF ABS ••TI.TLE WI?L HAVE lO BE MADE TO DETERMINE RECepRDED IiSTRUM 44^AFFECTIIIIG THI4PROPERTY. 4.)41444 iGY: THE EXPECTED U5E OF TME AND,MS CLASSIFIED IN FLORIDA MINIMUM TE!HNICAL * (5J- 1 1.5 I F�l�), 15 °RESIDENTIAL°.THE MINIMUM RELATIVE DISTANCE AI•C OR THIS TYPE OF BOUNDARY SURVEY IS 1 FOOT IN 7,500 FEET. THE ACCURACY OBTAINED BY MEASUREMENT AND CALCULATION OF A CLOSED GEOMETRIC FIGURE WAS FOUND TO EXCEED THIS REQUIREMENT. 5.) FOUNDATIONS AND/OR FOOTINGS THAT MAY CROSS BEYOND THE BOUNDARY LINES OF THE PARCEL HEREIN DESCRIBED ARE NOT SHOWN. G.) TYPE OF SURVEY: BOUNDARY SURVEY 7.) ELEVATIONS SHOWN HEREON ARE BASED ON TO THE NATIONAL GEODETIC VERTICAL DATUM OF 1929 (N.G.V.D.29) 8.) ALL MEASUREMENTS ARE IN ACCORDANCE WITH THE UNITED STATES STANDARD U.S. FOOT 9.) CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK ON THE HEREIN DESCRIBED PARCEL FOR BUILDING AND ZONING INFORMATION. 10.) UNDERGROUND UTILITIES ARE NOT DEPICTED HEREON, CONTACT THE APPROPRIATE AUTHORITY PRIOR TO ANY DESIGN WORK OR CONSTRUCTION ON THE PROPERTY HEREIN DESCRIBED. SURVEYOR SHALL BE NOTIFIED AS TO ANY DEVIATION FROM UTILITIES SHOWN HEREON. 1 1 .) ENCUMBRANCES NOT SHOWN ON THE PLAT. 12.) THE WRITTEN CONSENT OF LANDMARK SURVEYING S ASSOCIATES, INC. UNDERGROUND PORTIONS OF FOOTING, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 1 3.) ONLY VISIBLE AND ABOVE GROUND ENCROACHMENTS LOCATED. 14.) WALL TIES ARE TO THE FACE OF THE WALL. 15.) FENCE OWNERSHIP NOT DETERMINED. 10.) BEARINGS REFERENCED TO LINE NOTED A5 B.R. 17.) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD. 18.) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 1 9.) THE SOURCES OF DATE USED FOR THE PREPARATION OF THIS BOUNDARY SURVEY 15 °FIRST ADDITION TO PASADENA PARK° RECORDED IN PLAT BOOK 0, AT PAGE 82. 20.) THIS MAP OF SURVEY IS INTENDED TO BE DISPLAYED AT A SCALE OF ONE INCH EQUALS 20 FEET OR SMALLER. P OF' BOUND, ART' SURVEIr IC BLOCK CORNER LOT I 1; BLOCK 14 P.B. 0; PG. 82 /I FOUND in IRON PIPE (NO ID.) LOT 1 1 OF BLOCK 14 9j P.B. 6 - PG. 82 01- N 9 LOT 10 OF BLOCK 14 P.B. 6 - PG. 82 1 1 5.00' LOCATION MAP SECTION 3 I , TOWNSHIP 52 SOUTH, RANGE 42 EAST LYING AND BEING IN MIAMI-DADE COUNTY FLORIDA (NOT TO SCALE) n 0 n vl I I Je xe 107rx ST n 01- O 0 25.00' X O (\ i_ 0.50' '� WEST 89°57'20° I; K�0 70' WALLL ON-LINE FOUND 2° IRON PIPE (NO ID.) N 5.80' 7.35' 0 In N ONE STORY RESIDENCE No. 105(5 ez g 0 10 V 10.50' 25.04' 47.05' 9.40' 0 10 20.00' FOUND 3 IRON PIPE (NO ID.) FENCE ON LINE 10 FENCE ON LINE \00 \O x x x x x 1 1 5.00' LOT 12 50.00' O 00 N ~O u- 00 z x x oPci 0 1'0.10' WEST 90°02'40° x x A PORTION OF LOT 1.3 OF BLOCK 14 P.E. 6 - PG. 82 FOUND in IRON PIPE (NO ID.) YN U❑ ❑� J EL m L0� tom Fd 0J ■ NO 10STH ST rTT-T SURVEYOR'S G E RTI FB ]ATl0. N: I HEREBY CERTIFY TO THE BEST OF MY KNOWLEDGE. AND'BELIE,' TI- 9Z T'IIS 'MAP OF BOUNDARY SURVEY' ISA TRUE AND CORRECT REPSETENTATION OF A SI IRVEY PREPARED UNDER MY DIRECTION. THAT IT MEETS THE E-TANDAKDS OF PRACTICE AS SET FORTH BY THE STATE OF FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER, 5J-17.050 THROUGH 5J-17.052 OF THE FLORID • M�LI 'TRAM ODE AND ITS IMPLEMENTING LAW, PURSUANT TO CHAPTER 42 RIDA' ATUTE. • SIGNED '/ FOR THE FIRM RICARDO RODRIG ' , P.S.M. P.S.M. No. 5936 -STATE OF FLORIDA NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER ADDITIONS OR DELETIONS TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES AND/OR NOT VALID WITHOUT AN AUTHENTIC ELECTRONIC SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL. sI WI9Vnrri fa .4%.ss0341Tc3.'wG LB No. 7633 PROFESSIONAL SURVEYORS AND MAPPERS 1470 N.W. 107th AVENUE, SUITE °I° MIAMI, FL 331 72 PHONE: (305) 550-4002 FAX: (305) 550-4003 W W W. LMSURVEYI NG.COM EMAIL -LANDMARKS URVEYI NG @ HOTMAI L.COM ABBREVIATIONS AND LEGEND: NC APPR. ASPH. B.C. B.M. C.B.S. CONC. CSG V.G. D.M.E. DIA. D.H. (R)) RAM U.E. P.B. PG. P.C.P. P.O.B. TYP. -- 0 L. =DENOTES AIR CONDITIONING UNIT =DENOTES APPROXIMATE =DENOTES ASPHALT =DENOTES BLOCK CORNER =DENOTES BENCH MARK =DENOTES CONCRETE BLOCK STUCCO =DENOTES CONCRETE =DENOTES CURVES GUTTER =DENOTES VALLEY GUTTER =DENOTES CENTERLINE =DENOTES MONUMENT UNE =DENOTES DRAINAGES MAINTENANCE EASEMENT =DENOTES DIAMETER =DENOTES DRILL HOLE =DENOTES MEASURE =DENOTES RECORD =DENOTES RIGHT-OF-WAY =DENOTES UTILITY EASEMENT =DENOTES PLAT BOOK =DENOTES PAGE POINT =DENOTES PPOINT OF BEGINNING =DENOTES TYPICAL =DENOTES WOOD FENCE =DENOTES CHAIN LINK FENCE =DENOTES IRON FENCE =DENOTES FOUND IRON PIPE (NO ID.) =DENOTES FOUND NAIL AND DISC =DENOTES ASPHALT PAVEMENT =DENOTES BRICK =DENOTL3WACRETE PAD • • • • •••• • • • • s• • s • • • • • • •• •• • • • ALt!L•ARINGS AND ("STANCESSI�OWN• • • • •I ON ARE RRGORD•,ND M ITER • • • • • • aNLESS 11Mvist NOTED •• • .� • • • •• ••• > N Z 0 m 0 0 2 •BLOOD Z00.1E•• •X • ••• • • :LEVATIQN: • ly/A • • •'pMMUi JiTY: • • •••• PANEL • • • 1 21 2••: • • s1208000302 DATE OF FIRM: 09- I 1-2009 SUFFIX: L ORIGINAL FIELD WORK SURVEY DATE 04-28-2010 BENCH MARK: N/A ELEVATION: N/A DATE DRAWN BY SCALE 04-28-2010 E.A 1"=20' REVISION / UPDATE OF SURVEY DATE DESCRIPTION 10-28-2015 UPDATE J0B No. 1 004-033 %res G5 11 Pr uct used Perce t ncen ion k-3--1 6- 8y2 KEANE SOIL PRETREAT & COMPACTION, INC. (954) 462-0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 109.2.2 Address of Treatment )0 Titz 1 Stage of trelment As per 109.2.2 --If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. ,i,vvi4,1‘ EL dt)1/44 afi Applicator 2c Gallons applied VQ .n Chemical use* re 44, Are treated linear feet treated If this notice is for the final exterior treatment, initial and date this line (:}kl Z. .. /1 (e.A.,..)— KEANE SOIL PRETREAT & COMPACTION, INC. (954) 462-0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 109.2.2 os -7, e4 - Address of Treatment Ti `7-t( Lit used •.)-J Perc t c ncentration�, Stage of eatment Chemical used )'\ertAAk aeated pplicator Gallons applied !O0 linear feet treated As per 109.2.2 --If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this Iine alcti 1(..„)L NOTICE OF COMMENCEMENT A RECORDED COPY MUST BE POSTED ON THE JOB SITE AT TIME OF FIRST INSPECTION PERMIT NO. TAX FOLIO NO. STATE OF FLORIDA: COUNTY OF MIAMI-DADE: THE UNDERSIGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. G3 -A7 -IOC 111111111111111111111111111111111111111111111 •:FN 2O18RO3 i 4 OF BI-. 30116 PP:,) 70 1 r:J.; RECORDED 1:16/1./ 2016 11a :a i;; HARVEY RUVl1NP CLERK OF CONI MIAt1I-•DADE COUNTY? FLORIDA ,,I Space above reserved for use of recording office 1. Legal description of property and street/address: CO (-Li 5 �' 276 CT .14-4 t(0/1A k 5iioree 33B? 2. Description of improvement: ,444 t R.s- 17Z©la M l 1W 1 3. Owner(s) name and address: . interest in property: Name and address of fee simple titleholder: 4. Contractor's name dd sand phone num r: e� (� �S CAW Y 1. ( JW 1. �c 42 Ci4, ctcai.o 3736 ` -30 52_5- J`1 -z 7 5. Surety: (Payment bond required by owner from contr tor, if any) Name, address and phone number: Amount of bond $ 6. Lender's name and address: 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes, Name, address and phone number: 8. In addition to himself, Owners designates the following person(s) to receive q copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. ( , w Name, address and phone number: % _ k `� Tc 9. Expiration date of this Notice of Commencement: VZS A�691,00vvoz t�►� > k , t 3g (the expiration date is 1 year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13. FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature(s) of Own sj or r- ' Authorize Prepared By !✓ Print Name / ��✓�t Q 60 Title/Office t� r' irector/Partner/Manager Prepared By Print Name Title/Office STATE OF FLORIDA COUNTY OF MIAMI-DADE .��-� The for oing instrufr �ent w acknowledg befortt me this day of By k t V it ��C. L ©t,t�-e er .v e.1 CIY Indiv duall , or ❑ as for ❑ Personally known, or ❑ produced the following type of identifi Signature of Notary Public, Print Name: (SEAL) VERIFICATION PURSUANT TO SECTION 92.525. FLORIDA STATUTES Under penalties of perjury, I declare that I have read the foregoing and that the facts stated in It are true, to the best of my knowledge and belief. ,Signat AtetYcIA nipper ry, MY COMMISSION! F 188027 By EXPIRES: Much 16, 2019 ludo PogtlutioNttY8af101 wner(s)'s Autrized O ' er/Director/Partner/Manager who signed above: !... By // MIAMI COUNTY MIAMI-DADE COUNTY CONSTRUCTION LIEN LAW FOR OWNERS i ' NOTE: IF YOU SIGNED AS THE OWNER'S AGENT YOU ARE RESPONSIBLE FOR DELIVERING THIS INFORMATION SHEET TO THE OWNER OF THE PROPERTY. WARNING TO OWNER Florida's Construction Lien Law (Chapter 713, Part One, Florida Statutes) requires the recording with the Clerk of the Courts a Notice of Commencement for real property improvements greater than $2,500.00. However, it does not apply to the repair or replacement of an existing heating or air conditioning system less than $7,500.00 in value. This notice must be signed by you, the property owner. Under Florida law, those who work on your property or provide materials and are not paid, have a right to enforce their claim for payment against your property. This claim is known as a construction lien. YOU MUST FILE A NOTICE OF COMMENCEMENT For your protection under the Construction Lien Law and to avoid the possibility of paying twice for improvements to real property, you must record a Notice of Commencement in the Clerk of the Court's Office. You also must provide a certified copy of the recorded document at the construction site. The Notice of Commencement must be signed by you, the owner contracting the improvements, and not by your agent. The Notice of Commencement form, provided with this information packet, must be completed and recorded within 90 days before starting the work. A copy of the payment bond, if any is required by you and purchased by the contractor, must be attached as part of the Notice of Commencement when recorded. If improvements described in the Notice of Commencement are not actually started within 90 days after the recording of the Notice, a new Notice of Commencement must be recorded. You lose your protection under the Construction Lien Law if the payments are made to the contractor after the expiration of the Notice of Commencement. The Notice is good for one year after the recording date or up to the date specified under item nine of the form. Florida law requires the Department of Regulatory and Economic Resources to be a second source of information concerning the improvements made on real property. The Building Permit Application (included with this packet) has been expanded to include information on the construction lender and the contractor's surety, if any. The new application requires your signature or your agent's, to inform you of the Construction Lien Law. YOU MUST POST THE NOTICE OF COMMENCEMENT AT THE JOB SITE By law, the Department of Regulatory, and Economic Resources is required to verify at the first inspection, after the building permit is issued, that a certified copy of the recorded Notice of Commencement, with attached bonds if any, is posted at the construction site. Failure to show the inspector a certified copy of the recorded Notice will result in a disapproved inspection, (Florida Statute 713.135(1)(d)). 123_01-52 PAGE 66/12 NOTICE TO OWNER FROM SUBCONTRACTORS AND SUPPLIERS You may receive a Notice to Owner from subcontractors and material suppliers. This notice advises you that the sender is providing services or materials. Subcontractors and suppliers must serve a Notice to Owner within 45 days of commencing work to preserve their ability to lien your property. If your address changes from that given in the Notice of Commencement, you should record a corrected Notice reflecting your current address. This is done to help ensure you will receive all notices. RELEASE FROM LIEN FROM CONTRACTOR Prior to paying the contractor, you need to receive a Release of Lien and Affidavit to the extent of payment from the general contractor. The Release of Lien and Affidavit shall state either that all the subcontractors and suppliers have been paid or list those unpaid and the amount owed. The contractor is required to list on the Release of Lien and Affidavit any subcontractor or supplier that has not been paid. That amount may be withheld from the contractor's pay and paid directly to the subcontractor or suppliers after 10 days written notice to the contractor. If the balance due to the contractor is not sufficient to pay in full all subcontractors and suppliers listed on the contractor's affidavit, you may wish to consult an attorney. The general contractor shall furnish a final Release of Lien and Affidavit to the owner indicating all subcontractors and suppliers have been paid at the time he requests final payment. You can rely on the affidavit in making final payment to the general contractor. If you make final payment to the general contractor without obtaining the affidavit, your property can be liened for non-payment if the general contractor fails to pay the subcontractors or suppliers. You should always obtain a Release of Lien and Affidavit from the contractor to the extent of any payments being made. RELY ON YOUR LENDER FORCOMPLIANCE WITH CONSTRUCTION LIEN LAW If you have a lender, you may rely on the lender to handle the recording of the Notice of Commencement. Learn more about the Construction Lien Law by contacting an attorney, your lender, or the Florida Department of Agricultural and Consumer Services, Division of Consumer Services. Documents are recorded at the Clerk of the Courts, MIAMI-DADE COUNTY RECORDER, COURTHOUSE EAST, 22 N.W. First Street, 1st Floor, Miami, FL 33128. You can record the Notice of Commencement by mail. The original Notice should be sent to the County Recorder, P.O. Box 011711, Flagler Station, Miami, Florida 33101. Please make sure the original Notice is signed and notarized. Also, remember to enclose the recording fee (for a single copy) and written instructions for recording and returning a certified copy of the recorded documents. For additional information on fees and recording documents call (305) 275-1155. Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Date Issued Occupancy Load Occupancy Type Applicable Code Location 10565 NE 2 AVE Miami Shores FL 33138 Not Transferable POST IN A CONSPICUOUS PLACE INSPECTION RECORD Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone:- (305)795-2204 Fax: (305)756-8972 **POST ON SITE Permit NO. RC -3-16-642 Issue Date: 7/21/2016 Pernik,. Type: Residentlat Construction {orfs Classiiicatlon: Addition Expires: 01/17/2017 INSPECTION REQUESTS: (305)762-4949 or Log on at https:llbldg.miamishoresvillage.comicap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #1122310130590 Owner's Name: YORNET AND SAMUEL COMERFORD Job Address: 10565 NE 2 Court Miami Shores, FI ra j Bond Number: 3159 Contractors) JMEC CONSTRUCTION. LLC (954)410-4695 Phone Owner's Phone: (305)751-7467 Total Square Feet: 625 otal Job Valuation: $ 149,988.12 Contracto ptiAptes.i se...,Jpacva-vostf—Fm___ 0 5 ALLOWED: Y THROUGH FRIDAY, 8:00/ M - 7:OOPM. RDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. AbA m ice A. ,r' (Ad i.L GIGO"? **es 0.3:1 .0404~1 404"6•%. VAdte. 4 4.6-eleu 4/40' *A 14, dAiA/ *41 2 V° Cf&/ col ` e,Q 4 kR"— NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLAN1'ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY THE BUILDING TOENSURE WORK DING OFFICIAL NOR THE CITY SHALL BE FOR R EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL NEITHER REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. lit_YA 01/ Asij SlYI ass CIA) ‘4L4 div" -4c hq7NPECTION t4, Ce c7 34 ORCeD/64414 7& dt... STRUCTURA'_ INSPECTION AT �� PN Foundation lj�� i Stemwall /// tkl Slab ELECTRICAL #. Columns (1st Lift) DATE INSP Columns 2nd Lift) 2" Rough am Top Out Truss fters\! ; , Roof Sheathing iii 1 41 Bucks 1 Windows/Doors °L 11 Interior Framing 6-a%- 7. Insulation //%, Ceiling Grid Gas / Drywall Z/ 'Ai Firewall Roug i1 Wire Lath Telephone Rough Pool Steel Telephone Final Pool Deck TV Rough Main Drain Final Pool TV Final Final Fence Cable Rough Screen Enclosure Cable Final Driveway Intercom Rough Interceptor Driveway Base Intercom Final Th Cap Alarm Rough Roof 'n Progress Alarm Final Mop in Progress Fire Alarm Rough HRS Final Final Roof Fire Alarm Final„,/ Shutters Attachment Service Work With r• Final Shutters , Z ��: COMMENTS Rails and Guardrails ELECTRICAL ' ', r aye' z‘ !) ADA compliance y��9e ” ' l-Ag� a/e- f. FINAL . v DOCUMENTS Soil Bearing Cert MECHANICAL INSPECTION Soil Treatment Cert INSP Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Rough -\\-1-6 Spot Survey \7 Final Survey Truss Certification Ventilation Rough STRUCTURAL COMMENTS Hood Rough Pressure Test ZONING INSPECTION DATE INSP Zoning Final ZONING COMMENTS tkl 774.0. ELECTRICAL #. INSPECTION DATE INSP Temporary Pole • 2" Rough 30 Day Temporary Top Out P'ooI Bonding ; , Pool Deck Bonding Pool Wet Niche Septic Tank Underground Sewer Hook-up Footer Ground Slab Wall Rough Gas -j4° Ceiling Ro Roug 4 -r Telephone Rough Telephone Final TV Rough Main Drain TV Final Pool Piping Cable Rough Cable Final Intercom Rough Interceptor Intercom Final Catch Basins Alarm Rough Alarm Final Fire Alarm Rough HRS Final Fire Alarm Final„,/ FINAL PLUMBING Service Work With r• ff, FINAL%. t .. Z ��: COMMENTS se/Sr ELECTRICAL ' ', r aye' z‘ !) /r� Tse l. .. y��9e ” ' l-Ag� a/e- f. r PLUMBING INSPECTION DATE INSP Rough arugua 774.0. ; #. Water Service 2" Rough Top Out a-, ; , Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains Gas LP Tank Well Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final FINAL PLUMBING e� CO ENTS j. `t7 vir€ /, heAf-e6 „" f. r MECHANICAL INSPECTION DATE INSP Underground Pipe Rough -\\-1-6 li\ 1 \ \7 Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum FINAL MECHANICAL C TS U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 Important: Follow the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name YORNET & SAMUEL THOMAS COMERFORD Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10565 N.E. 2nd COURT Company NAIC Number: City State ZIP Code MIAMI SHORES Florida 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) LOT 12-13, BLOCK 14, OF "FIRST ADDITION TO PASADENA", PB 6, PG.82, AS RECORDED IN MIAMI DADE COUNTY, FLORIDA. A4. Building Use (e.g., A5. Latitude/Longitude: A6. Attach at least A7. Building Diagram A8. For a building with a) Square footage b) Number of permanent c) Total net area d) Engineered A9. For a building with a) Square footage b) Number of permanent c) Total net area d) Engineered Residential, Non -Residential, Addition, Lat. 25°52'20.96" Long. -80°11'33.94" Accessory, etc.) RESIDENTIAL Horizontal Datum: obtain flood insurance. 1.0 foot above adjacent above adjacent grade ❑ NAD 1927 grade x NAD 1983 6 2 photographs of the building if the Number 8 Certificate is being used to 1,299 sq ft a crawlspace of crawlspace flood of flood openings flood openings? an attached of attached flood of flood openings flood openings? or enclosure(s): or enclosure(s) openings in the crawlspace in A8.b 648 sq or enclosure(s) within in sq ft within 1.0 foot sq in N/A ❑ Yes X No garage: garage N/A openings in the attached garage in A9.b N/A ❑ Yes x No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number (VILLAGE OF MIAMI SHORES) 120652 B2. County Name MIAMI-DADE B3. State Florida B4. Map/Panel Number 12086C0302 B5. Suffix L B6. FIRM Index Date 09-11-2009 B7. F RM Panel Effective/ Revised Date 09-11-2009 B8. Flood Zone(s) X B9. Base Flood Elevation(s) (Zone AO, use Base Flood Depth) N/A B10. Indicate the source ❑ FIS Profile B11. Indicate elevation B12. Is the building Designation Date: of the Base Flood Elevation (BFE) ❑ Community Determined for BFE in Item B9: Coastal Barrier Resources ❑ CBRS data or base flood depth entered in Item B9: ❑ Other/Source: X FIRM datum used located in a 1929 ❑ NAVD (CBRS) area 1988 ❑ Other/Source: or Otherwise Protected x NGVD System Area (OPA)? ❑ Yes x No • OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10565 N.E. 2nd COURT Policy Number: City State ZIP Code MIAMI SHORES FL 33138 Company NAIC Number SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, Benchmark Utilized: Vertical Datum: NGVD 1929 x Finished Construction AR/AH, AR/A0. enter meters. Indicate elevation DI datum used for the elevations in items a) through h) below. NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 11.48 x the measurement used. feet ❑ meters b) Top of the next higher floor 13 72 x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N A x feet ❑ meters d) Attached garage (top of slab) N A x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 11 84 x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 11 28 x feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 11. 38 x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N A El feet • meters structural support SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect I certify that the information on this Certificate represents my best efforts to interpret statement may be punishable by fine or imprisonment under 18 U.S. Code, Section Were latitude and longitude in Section A provided by a licensed land surveyor? © authorized the data 1001. Yes • by law to certify elevation information. available. I understand that any false No ❑ Check here if attachments. Certifier's Name License Number ARTURO MENDIGUTIA 5844 i••S••I•., ��• O Itlll:�D,•,1 0‘.0:,-,.."e• s •• /(,+&'. • :es / •..• ' • s * JV = . :©s •••••,-.1:4 !'� �4 � IP ORIO, �` •• �o�/SONe,p(a•' �1-se Desi,,••• Title PROFESSIONAL SURVEYOR AND MAPPER Company Name LANDMARK SURVEYING & ASSOCIATES, INC. Address 1435 S.W. 87th AVENUE SUITE, "201" City State ZIP Code MIAMI _'� Florida 33174 Signature�.� Date Telephone L 10-03-2017 305-556-4002 Copy all pages -of this .-dation Ce 5, - e and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (inclu •' g type of equ pment and location, per C2(e), if applicable) JOB # 1709-0• FOLIO # 11-2231-013-0590 CROWN OF ROAD ELEVATION = 11.40 C2.(e) = A/C SLAB ELEVATION LOCATED TO THE SIDE OF THE STRUTURE A5.) LATITUDE & LONGITUDE OBTAINED FROM GOOGLE EARTH. FEMA Form 086-0-33 (7/15) Replaces aII previous editions. Form Page 2 of 6 J ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10565 N.E. 2nd COURT Policy Number: City State ZIP Code MIAMI SHORES FL 33138 Company NAIC Number SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a complete Sections A, B,and C. For Items E1—E4, use natural grade, if available. Check the measurement enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters LOMA or LOMR-F request, used. In Puerto Rico only, the elevation is above or below ❑ above or ❑ below the HAG. ❑ above or ❑ below the LAG. 9 (see pages 1-2 of Instructions), ❑ above or ❑ below the HAG. ❑ above or ❑ below the HAG. ❑ above or ❑ below the HAG. with the community's certify this information in Section G. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters E3. Attached garage (top of slab) is ❑ feet ❑ meters E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10565 N.E. 2nd COURT Policy Number: City State ZIP Code MIAMI SHORES FL 33138 Company NAIC Number SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ G8. Elevation of as -built lowest floor (including of the building: G9. BFE or (in Zone AO) depth of flooding at the G10. Community's design flood elevation: ❑ feet ❑ feet ❑ feet ❑ meters Datum New Construction • Substantial Improvement basement) building site: ❑ meters Datum ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 4 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS See Instructions for Item A6. OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 10565 N.E. 2nd COURT Policy Number: City State ZIP Code MIAMI SHORES FL 33138 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View" and "Rear View"; and, if required, "Right Side View" and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. ti • : r ;� • f .. Vis" f s A. ii V 41.10 _ R •-• �, Photo One Photo One Caption FRONT VIEW TAKEN 09-23-2017 +. ' ti .• .,,, ?: : {' w' ;`• I — m '; y L 11 Photo Two Photo Two Caption REAR VIEW TAKEN 09-23-2017 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6 ELEVATION CERTIFICATE BUILDING PHOTOGRAPHS Continuation Page OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, 10565 N.E. 2nd COURT and/or Bldg. No.) or P.O. Route and Box No. Policy Number: City MIAMI SHORES State ZIP Code FL 33138 Company NAIC Number If submitting more photographs than will fit on the with: date taken; "Front View" and "Rear View"; photographs must show the foundation with representative preceding page, affix the additional photographs below. Identify all photographs and, if required, "Right Side View" and "Left Side View." When applicable, examples of the flood openings or vents, as indicated in Section A8. "- y r x `• xi ,' / pp _.- ... - 44* at• 1 r, r • � is • r A ' � •; .. Ki •5 11 / . �r ♦�., y "` \ t4¢ice. Photo One Photo One Caption SIDE VIEW TAKEN 09-23-2017 as r c i r. y . • Y' ��'. �, '}� I. S • fir w t e 4 1 Photo ----r_. _ Two 111 Photo Two Caption SIDE VIEW TAKEN 09-23-2017 FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 6 of 6 oak yr"; r ,,,10:0040P -NT uuo INSULATION CERTIFICATE Revised 03-13-2015 Building Permit No: /26 • 1'- Project Name Ow'eA,2P Project Address: /e sb S" /r) d 2 N o v STATEMENT OF COMPLIANCE We, the undersigned, hereby certify that the THERMAL INSULATION installed in the above referenced project is in compliance with the latest edition of the FLORIDA BUILDING CODE, the APPROVED ENERGY CALCULATIONS and Plans, and is in accordance with good construction practice. The insulation furnished and installed has the characteristics shown below: (Circle the applicable items). )1) Exterior CBS Walls Insulation: R -S.:( (Min.) Material: AEA-9-6-nJ br i , L Thickness: i• 062 Cinch(es) Density: Ib/ft Mfr: 114 ,0/1- 'id.) WO /?42- oft T2) Exterior Frame/Metal Stud Walls: R- (Min.) Material: / Thickness: inch(es) Density: ib/ft Mfr: Allb 3) Exterior solid concrete walls: R- (Min.) Material: Thickness: inch(es) Density: Ib/ft Mfr: n / fr 4) Interior walls separating A/C from �" non A/C spaces insulation: R- (Min.) Material: Thickness: inch(es) Density: Ib/ft Mfr: h/1/1-5) MULTI -FAMILY RESIDENTIAL CONSTRUCTION ONLY: The COMMON (Party) walls to two separate conditioned tenancies shall be insulated to a minimum of R-11 for frame walls, and to R-3 on both sides of common masonry walls. See FLORIDA BUILDING CODE 2010— Energy Conservation, Section 402.2.12. These "minimum levels of insulation", are not included in the Energy Calculations, but shall be installed in the field. R- 3 D (Min.); Material: 6 01 072 4 1 155 6) Ceiling insulation: Thickness: / 0 inch(es): Density: 1. Oe lb/ft: Mfr: k/CWV/711/ Tem Note: Do not use this form for lightweight Insulating concrete. Installed by (select one): Insulation Contractor CCt- %NST /tr) m w (company name) (CC number) L 1/141 -fir! (contractor's name) (contractor's sigfi ture) (license number) s'• 17 - (date ? -(date certified) General Contractor / Builder OA C.ovsi$vC,fo/V, LLC. (company name) (CC number) G1.vt f 4 vbocbq (contractor's name (license number) (contractor's signature) (date certified) SWORN AND SUBSCRIBED before me by , being personally known to me ( ) or having produced as identification , and who being fully sworn and cautioned, states that the foregoing is true and correct to the best of his/her knowledge and belief. Signature of Notary Print Name Date Notary Public: NOTARY PUBLIC STAMP BELOW My Commission Expires: KEANE SOIL PRETREAT & COMPACTION, INC. P.O. BOX 4968 HOLLYWOOD, FL 33083 (954) 462-0607 LIS. & INS. •-",, ) BILL TO t.\\ YJ ,-"'"Z ,-- ''. DATE '7 ADDRSP.O.O.# k7 CITY ST. ZIP JOB # PHONE JOB ADDRESS 1 ,...,.-6 ,., if.)!,::-,, (f_ „ ') ( 1 j ,. ) .0.--.. 1 -71 PERMIT # LOT BLK. CITY SIGNED BY ..''''', SUB. AMT. JOB DESCRIPTION i)------ / L. ,`:,() ' , '.° '''-''• .. 1 7/7 ; ,• / / ,/ ,.., ',7 9.1" , ; 1 J. i , „, ...1. - ., , .... , ( !4 .,.---,.. /I ('-'-:// ; WORK COMPLETION RECEIPT `Thankcirou INVOICE 1 r, (i Reorder From NEBS C5J5T 58 printing service 1-800-8806327 NEBS, Inc. Peterborough, NH 03458 wrovanehs.corn Ref. No: G 024800116 KEANE SOIL PRETREAT & COMPACTION, INC. (954) 462-0607 Notice of Preventative Treatments for Termites (As required by Florida Building Code (FBC) 109.2.2) IDSG,C G)�' to -l0 )7 Date Address of Treatment Pro dbt used Percent concentration 117\ 1 Stage of treatnv nt ;ICO Time */e)26 -0L - Applicator ��,� � Chemuse ical d Gallons applied j� _ Area treatedleYke-472,14.., A4A-vkk 114k, Q /o linear feet treated As per 109.2.2 — If soil chemical method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment, initial and date this line Oa I< /).. %r'? -17 Certificate of Compliance for Termite Protection (As required by Florida Building Code (FBC) 1816.1) /0,6—&\c" 3 7 CS— Address of Treatment 0rv2-S VV IVthod of Treatment This building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services. (Au orized Signature KEANE SOIL PRETREAT & COMPACTION, INC. P.O. BOX 4 HOLLYWOOD, 33083 (954) 46 0607 US. & INS.' BILL TO ..---- '° i / V DATE , , 7 -r ) (s ADDRESS P.O. # ',:() CITY ST. ZIP JOB # I i. ry, PHONE fil ll AA JOB ADDRESS 1 ,fin c i-1 E ,L,' c1-4 L2 4' PERMIT # / 1' I LOT / BLK. CITY r (...:-..\ v.,l, � Cv'o, SIGNED BY SUB. AMT R 3 s JOB DESCRIPTION WORK COMPLETION RECEIPT l hankGYou INVOICE 11 6 DIVISION OF Health Environmental .:o. Fmi-Ddade County �� Miami -Dade �� OSTDSIWell Division 1�5 `� 11805 SW 26th Street • Miami, �` Date j e Inspector Ate aid �� O5TDS # Address /Gs4J ENGINEERING ederal 8 TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com August 1, 2016 Job Order No 16-2229 R JMEC Construction, LLC 560 NW 39th Avenue Coconut Creek, FL 33066 RE: FOUNDATION SOIL DENSITY & BEARING CAPABILITY Proposed Addition 10565 NE 2nd Court Miami Shores, FL 33138 In accordance with your request and authorization we have inspected the soils at the above referenced site and have performed density tests of fill material used to raise the site to grade. All tests were found to be in compliance with the subsoil foundation recommendations per our Subsoil Investigation Report dated May, 16, 2016. All tests were performed in accordance with Section 1818.2, 1820.2, 1820.3.1, 18203.2, Florida Building Code, Latest Edition and A.S.T.M. Standards. Based on our observations, results of borings and density tests, it is our opinion that the site soils are suitable for the construction of the addition with a design bearing stress not to exceed 2500 pounds per square foot (P.S.F.). t‘&//oZ1,.c— Keith LeBlanc, P.E. $/t Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 Construction Material Engineering Council American Concrete Institute Miami Dade County Florida Department of Transportation ENGINEERING Fil ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com PROCTOR COMPACTION TEST DATE SAMPLED: 12/6/2016 DATE TESTED: 12/7/2016 SAMPLE #: 380 CLIENT: JMEC Construction, LLC ADDRESS: 560 NW 39th Avenue, Coconut Creek, FL 33066 PROJECT: Proposed 2nd Story Addition LOCATION: 6450 NE 7th Avenue, Boca Raton, FL 33487 Sampled from Footing MATERIAL DESCRIPTION: Light Gray Sand MATERIAL #: 004L SAMPLED BY: DAS TESTED BY: KL TIN #: J32378081-000 SPECIFICATION GOVERNING: ASTM D-1557 LAB NO: 104035 RESULTS OF TEST: The following compaction test was conducted in accordance with the Standard Methods of Moisture Density Relations of soil using a 10 Ib. Hammer and an 18" drop as per the above specified method. MOISTURE 8.4 10.2 12.6 14.9 WET DENSITY (PCF) 105.3 111.1 114.7 113.5 DRY DENSITY (PCF) 97.1 100.8 101.9 98.8 103 102 . 100 0 99 98 97 96 8 9 10 11 12 13 14 15 Moisture (%) Optimum Moisture (Percentage) 12.0 Maximum Dry Density (lbs./cu. Ft.) 102.0 PCF ..., 1010444 tted, o , r, i/' 43. • r ev 0 , Kei ,Lefilanc, P.E; 0 .. qt TgleaktgineerAWesting, Inc. /� rization No. 5471 /111111 O Construction Material Engineering Council American Concrete Institute MIAMIOADE1 coii�Y[ Miami Dade County Florida Department of Transportation p edecr & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33059 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com No. 200 Wash Sieve Analysis CLIENT: JMEC Construction, LLC DATE: 12-6-2016 PROJECT: Proposed 2nd Story Addition ORDER #: 16-3298 ADDRESS: 6450 NE 7th Avenue, Boca Raton, FL 33487 SAMPLED BY: DAS REPORTED TO: Client RESULTS OF TESTS Location: Footings Sample Description: Light Gray Sand Sieve Start Weight: 619.4 g Tested By: Checked By: S.J. K.L. the c,P. -=..i, .�nngting, Inc. etion # 5471 iiimiilll Construction Material Engineering Council American Concrete Institute MIAMI Miami Dade County Florida Department of Transportation Sieve Size Cumulative Wt. Retained (g) Cumulative % Passing Cumulative % Retained #200 600.2 3.1% 96.9% Pan ____ -- Tested By: Checked By: S.J. K.L. the c,P. -=..i, .�nngting, Inc. etion # 5471 iiimiilll Construction Material Engineering Council American Concrete Institute MIAMI Miami Dade County Florida Department of Transportation eder7ai 250 SW 13th Ave Pompano Beach, FL 33069 Organic Content Test (AASHTO T-267) Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com CLIENT: JMEC Construction, LLC DATE: 12-6-2016 PROJECT: Proposed 2nd Story Addition ORDER #: 16-3298 ADDRESS: 6450 NE 7th Avenue, Boca Raton, FL 33487 SAMPLED BY: DAS REPORTED TO: RESULTS OF TESTS Location: Footings Sample Description: Light Gray Sand Client Crucible Weight (grams) Crucible Weight + Material Before Burn (grams) Crucible Weight + Material After Burn (grams) Organic Content (% by Weight) 31.7 102.4 102.0 0.6% Tested By: S.J. (TIN # J32378081-000) Checked By: K.L. `oat 1111 1114 .''• N..... 'o, 7 Zr. zi , _ S-:%0 4 , . . e.. eBlanc, / 2- 9-4 , IVB"; deraiEnginigrieg & Testing, Inc. Rem' 0394riza r1' t hotion # 5471 Construction Material Engineering Council American Concrete Institute Miami Dade County Florida Department of Transportation 4 Compacted Soils Method D-6938 Disclaimer Pursuant to your request, Federal Engineering & Testing, Inc. (FET) has perrommed a compaction test at the referenced project on the reverse side. The purpose of our test was to determine the degree of compaction of the tested layer of material only. In no way shall a compaction test replace a soil bearing capacity determination. A soil boring test must be performed by the client prior to construction to verify subsoil conditions. Our scope of services only included testing the top 12" of added fill material. FET was not contracted to perform supervision of the building pad preparation. This testing of the added fill material does not include an analysis of the underlying soil materials to determine if they are capable of supporting the proposed structure without settlement. This density compaction test does not warranty any underlying soil materials or conditions below the tested top 12 inches of material. If no soil borings have been performed in the location of the proposed structure, we recommend performing soil borings below all foundation areas of the proposed structure to verify the underlying soil conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. The scope of services is for determination of the degree of compaction of the tested layer of material only. No other analysis is implied or warranted. Job project specifications were not available at the time the work was performed. Determination of the pass/fail compaction results are based on current common industry requirements of 95% of the ASTM D-1557 standard for building foundations and 98% of the AASHTO T-180 standard for paved areas such as roadways and parking lots. If different specifications are required, Federal Engineering & Testing, Inc. shall be notified. Our findings are relative to the date and areas of our site work and should not be relied upon to represent conditions on other areas or dates. Any subsequent site disturbances due to water erosion, rain waters, construction activities, utility or footing excavations, overgrown vegetation, traffic and other disturbances will void this test and the site must be re - compacted and re -tested prior to construction. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of our client and authorization for use, publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. It has been a pleasure working with you and we look forward to doing so in the near future. ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33059 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 www.fed-eng.com Field Density Tests of Compacted Soils Method D-6938 Project: Proposed 2nd Story Addition Date: December 6, 2016 Address: 6450 NE 7th Avenue, Boca Raton, FL 33487 Order #: 16-3298 Area Tested: Footings Material Type: Light Gray Sand Client: JMEC Construction, LLC Permit #: Tech: DAS Address: 560 NW 39th Avenue Compaction Req.: 98% Coconut Creek, FL 33066 Proctor Method: ASTM D-1557 Test # TEST LOCATION Probe Depth Elev. Moist Dry Density PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 At North End of West Footing 12" BOF 5.5 101.3 102.0 12.0 99.3% Yes 2 At South End of West Footing 12" BOF 4.5 100.4 102.0 12.0 98.4% Yes 3 At Center of West Side of East Footing 12" BOF 2.7 100.7 102.0 12.0 98.7% Yes 4 At SE Comer of East Footing 12" BOF 6.1 101.9 102.0 12.0 99.9% Yes 5 At North End of NE Footing 12" BOF 2.3 100.5 102.0 12.0 98.5% Yes 6 7 8 9. 10 11 12 13 14 ‘00111111.11//41/4. Remarks: See Reverse Side (Page 2 of 2) for Disclaimer `�„a8 4�,0 c This is a Compaction Test only on the top12" of the for, td is not a�rific� foil Bearing Capacity. a 0. Legend for Elevation: W PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade 0Im 1. =beltt> by: r. °y- —r.• .P—�- �•�o® filth LeBla ' .$" it -1- — (t� '.:q Federal iz?j n & Testing, Inc. iEoik(b 59394 is ely tiatd of Authorization #5471 As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period of 80 days or after heavy rain/storms, retesting must be performed on this work. PAGE 1 of 2 ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33059 Phone 954-7842941 800-848-1919 Fax 954-784-7875 www.fed-eng.com Field Density Tests of Compacted Soils Client: JMEC Construction, LLC Address: 560 NW 39th Avenue, Coconut Creek, FL 33066 Project: Proposed Addition Method D-6938 Date: Order #: Address: 10565 NE 2nd Court, Miami Shores, FL 33138 Area Tested: Footings Material Type: Grayish Brown Sand with Some Rock Permit #: Tech: Compaction Req.: Proctor Method: May 12, 2016 16 -SB -227 KP 95% ASTM D-1557 (Page 2) �\`�� JOHN �ii�//i Remarks: See Reverse Side Pa e 2 of for Disclaimer This is a Compaction Test only on the top 12" of the footings and Is not g eve ati n of So ' = : pacify. Leg end for Elevation:' '•'.�Oa.. _ _ : 1 PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade Submitted by y F Flo efilan I¢ 3//0//‘ '�i' Bring & Tegt'i t. 71 Cert* "'"'^"�l'� As a mutual protection to clients, the public and ourselves. all reports are submitted as the confidential properly of clients, and i1tL r publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period of 90 days or after heavy rainlstorms, retesting must be performed on this work. PAGE 1 of 2 TestProbe # TEST LOCATION Depth Elev. Moist %Density Dry PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 At North Side at NW Corner 12" BOF 8.9 109.3 114.5 12.0 95.5% Yes 2 At North Side at NE Comer 12" BOF 7.8 108.9 114.5 12.0 , 95.1% Yes 3 At South Side at SE Corner 12" BOF 8.5 109.2 114.5 12.0 95.4% Yes 4 At South Side at SW Corner 12" BOF 9.1 110.1 114.5 12.0 96.2% Yes 5 6 7 8 9 10 11 12 13 14 UMW) vial (Page 2) �\`�� JOHN �ii�//i Remarks: See Reverse Side Pa e 2 of for Disclaimer This is a Compaction Test only on the top 12" of the footings and Is not g eve ati n of So ' = : pacify. Leg end for Elevation:' '•'.�Oa.. _ _ : 1 PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade Submitted by y F Flo efilan I¢ 3//0//‘ '�i' Bring & Tegt'i t. 71 Cert* "'"'^"�l'� As a mutual protection to clients, the public and ourselves. all reports are submitted as the confidential properly of clients, and i1tL r publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. A density test determines the degree of compaction of the tested layer of material only. A density does not replace a soil bearing capacity determination. After laying dormant for a period of 90 days or after heavy rainlstorms, retesting must be performed on this work. PAGE 1 of 2 ENGINEERING Fil ederal & TESTING INC. 250 SWIM Ave Pompano Beach, FL 33059 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 www.fed-eng.com Field Density Tests of Compacted Soils Method D-8938 Client: JMEC Construction, LLC Date: August 1, 2016 Address: 560 NW 39th Avenue, Coconut Creek, FL 33066 Order #: 16-2245 Project: Proposed Addition Permit #: Address: 10565 NE 2nd Court, Miami Shores, FL 33138 Tech: SL Area Tested: Footings Material Type: Grayish Brown Sand with Some Rock Compaction Req.: 95% Proctor Method: ASTM D-1557 Test # TEST LOCATION Probe Depth Elev. Moist ,/O Dry Density PCF Proctor Value PCF Optimum Moisture % Compaction Pass 1 At NW Comer at North Side 12" BOF 7.3 110.1 114.5 12.0 96.2% Yes 2 At NE Comer at North Side 12" BOF 6.8 109.4 114.5 12.0 95.5% Yes 3 At SW Comer at North Side 12" BOF 7.1 108.9 114.5 12.0 95.1% Yes 4 At SE Comer at North Side 12" BOF 8.2 109.5 114.5 12.0 95.6% Yes 5 , 6 7 8 9 10 11 • 12 13 14 Remarks: See Reverse Side (Page 2 of 2) for Disclaimer This is a Compaction Test only on the top 12" of the footings and is not a verificaltM aldSitjljljaring Capacity. Legend for Elevation: ,`,-'IT�44f 4 PR = Proofroll 1,2,3 = 1st, 2nd, 3rd Lift SL = Springline FL = Final Lift SG = Subgrade BG = Below Grade BC = Basecourse BOF = Bottom of Footing TOP = Top of Pipe FG = Finished Grade Submitted by: =lanc, P.E: Ste ; Q! = /, fit Fial:EngiJ erigg &R,Vtini,5E Flo�i Ij�. 19394 ; $ Cet e�bRe4utha nation As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of cls 'P `ittett tion of statements, conclusions or extracts from or regarding our reports Is reserved pending our written approval. A density test determin 1t� It�ili/�' n of the tested layer of material only. A density does not replace a soli bearing capacity determination. After laying dormant for a period of 90 da 6/1j14r11�r �Tn/storms, retesting must be performed on this work. PAGE 1 of 2 Subsoil Investigation Report ENGINEERING prepared b>>: ederal 8 TESTING INC. www.fed-eng.com Client: JMEC Construction, LLC Contact: Eric Finkelstein Address: 560 NW 39th Avenue Coconut Creek, FL 33066 Project: Proposed Addition Address: 10565 NE 2nd Court Miami Shores, FL 33138 Date: Monday, May 16, 2016 ethnical 1 Materials Testing 1 Inspections 1 Environment-' ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Table of Contents Client Information pg. 1 Project Information pg. 1 General Soil Descriptions pg. 1 Foundation Recommendations pg. 2 Soil Parameters pg. 3 Excavations pg. 3 Settlement pg. 4 Grading pg. 4 Appendices Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information pg. 5 Our findings in this report are based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a fmal certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a fmal certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. Construction Material Engineering Council American Concrete Institute MIAMI-DADE Miami Dade County COUNTY Florida Department of Transportation ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Monday, May 16, 2016 Job Order Number 16 -SB -227 JMEC Construction, LLC 560 NW 39th Avenue Coconut Creek, FL 33066 Attn.: Eric Finkelstein RE: Subsoil Investigation Proposed Addition 10565 NE 2nd Court Miami Shores, FL 33138 Dear Sirs: Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 05/12/2016 at the above referenced site. The purpose of our investigation was to verify subsoil conditions relative to foundation preparation and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of fifteen feet (15) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site: Depth From To Description of Soils 0" 6" Topsoil & Vegetation 6" 3' Grayish Brown Sand with Traces of Rock 3' 4' Pale Yellow Sand 4' 6' Orange Light Brown Sand with Rock 6' 8' Orangish Brown Sand with Rock 8' 12'6" Pale Brown Sand with Rock 12'6" 15' Pale Brown Sand with Traces of Rock Groundwater table elevation was measured immediately at the completion of the boring and was found at a depth of 7'2" below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. Monday, May 16, 2016 10565 NE 2nd Court Mian Shores, FL 33138 Page 2 ENGINEERING The boring log(s) attached present a detailed description of the soils encountered at the location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the driller's field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation design: 1) Strip the entire footings and building construction areas of topsoil and ground vegetation (when encountered) down to clean granular material. Any underground structures, utility lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arborists should be contacted prior to any land clearing to verify compliance with any local codes. 2) Saturate and compact all construction areas with a heavy self propelled vibratory roller to a minimum of 95% of the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each direction. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. 4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm) and have a Unified Soil Classification (USCS) designation of GP, GW, GP -GM, GW -GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of the building pad. 7) Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). Monday, May 16, 2016 10565 NE 2nd Court Miami Shores, FL 33138 Page 3 ENGINEERING 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material. Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in-place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. 10) All of the above Geotechnical work shall be performed under the supervision of Federal Engineering & Testing's geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. Please call us at 954-784-2941 for scheduling. 11) In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified; it is our opinion that the proposed structure be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. Building pad certification requires satisfactory completion and verification of all the above foundation recommendations. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist 110 pcf • Soil unit weight buoyant 60 pcf • Angle of internal friction 30° • Active Earth pressure coefficient (Ka) 0.33 • Passive Earth pressure coefficient (Kp) 3.0 • Angle of wall friction for steel piles 30° • Angle of wall friction for concrete / brick walls 20° • Angle of wall friction for uncoated steel 150 Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Monday, May 16, 2016 10565 NE 2nd Court Miami Shores, FL 33138 Page 4 ENGINEERING Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinlder and drainage lines are properly functioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. Once plans and specifications have been finalized and drawn, Federal Engineering & Testing, Inc. shall be provided a copy of the finalized plans and specifications for review. For a more accurate portrayal of subsurface conditions, the site contractor should perform test pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations as needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not part of the scope of services. If environmental analysis of the soils is required, we can provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase 11 Environmental Site Assessment is recommended. As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering & Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. Keith LeBlanc, P.E. r a„,e Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 Monday, May 16, 2016 10565 NE 2nd Court Miami Shores, FL 33138 Page 5 Appendices ENGINEERING ENGINEERING ederal & TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com SPT Test Boring Report Client: JMEC Construction, LLC Project: Proposed Addition Address: 10565 NE 2nd Court Miami Shores, FL 33138 Date of Test: May 12, 2016 Hole No.: B-1 Location: See Attached Drawing Depth (FT) Soil Descriptions Hammer Blows "N" 1 0" - 6" Topsoil & Vegetation 3 3 5 2 6" - 3' Grayish Brown Sand with Traces of Rock 2 4 3 3' - 4' Pale Yellow Sand 3 4 9 5 4' - 6' Orange Light Brown Sand with Rock 5 4 8 6' - 8' Orangish Brown Sand with Rock7 6 6 12 8 6 8 9 8' - 12'6" Pale Brown Sand with Rock 6 4 10 10 6 5 11 A A A 12 A A 13 12'6" - 15' Pale Brown Sand with Traces of Rock A A A 14 A A 15 10 8 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 Water Level: 7'2" Below Land Surface A = Auger Keith LeBlanc, P.E. jr` Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 NEa 12th -St w NE411-1th S ' l 1.�• • um" Site Location Map ENGINEERING t N Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: JMEC Construction, LLC Test: Subsoil Investigation (site map is not to scale) Project: Proposed Addition Project Address: 10565 NE 2nd Court Miami Shores, FL 33138 F r N 10565 NE 2nd Ct Soil Boring Location Map Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: JMEC Construction, LLC Test: Subsoil Investigation (site map is not to scale) Project: Proposed Addition Project Address: 10565 NE 2nd Court Miami Shores, FL 33138 J Soil Classifications Correlation of Penetration Resistance with Relative Density and Consistency Sands Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density 0-6 0 - 10 0-2 0 - 4 Very Soft Very Loose 11 - 25 5 - 10 Loose 26 - 45 11 - 20 Firm 45-75 21-30 Very Firm 76 -120 31 - 50 Dense > 120 > 50 Very Dense Silts & Clay Dynamic Cone Penetrometer Penetrometer Resistance Standard Penetration Hammer Blows Relative Density Rock core crumbles when handled 0-6 5-10% 0-2 Moderately Hard Very Soft 7 - 15 3 - 5 Soft 16-30 6-10 Firm 31 - 45 11 - 15 Stiff 46 - 90 16 - 30 Very Stiff 91-150 31-50 Hard Sand Quantity Modifiers Rock Hardness Description Soft Slight Trace Rock core crumbles when handled Medium 5-10% Can break core with your hands Moderately Hard Some Thin edges of rock core can be broken with fmgers Hard >30% Thin edges of rock core cannot be broken with fmgers Very Hard Rock core rings when struck with a hammer Sand Quantity Modifiers Very Slight Trace 0 - 2 % Slight Trace 2 - 5 % Trace 5-10% Little Trace 10 - 15 % Some 15-30% With >30% Silt - Clay Quantity Modifiers Slightly Silty /Clayey 0 - 5 % Silty / Clayey 5 - 30 % Very Silty/Clayey 30-50% Particle Size Boulder > 12 in Cobble 3-12 in Gravel 4.76 mm - 3 in Sand 0.074 mm - 4.76 mm Silt 0.005 mm - 0.074 mm Clay < 0.005 mm ENGINEERING ENGINEERING Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the standard penetration value (N) of the subsurface soil. The standard penetration value (N) is identified as the number of blows of a 140 -pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one (1) foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling operations. Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction plans and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data. The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed. Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed. Each test report indicates the measurements and determinations actually made. Ownership of Tests / Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. ENGINEERING Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further boring(s) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report states our understanding as to the location, dimensions, and structural features proposed of the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to F.E.T. so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Construction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative" observing the work of the contractor, performing tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute owner on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep. is responsible for his/her safety only, but has no responsibility for the safety of other personnel and/or the general public at the site. If the Field Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc. shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought to our attention at the earliest convenience for review and applicability of this report. ENGINEERING IF ederal 8 TESTING INC. 250 SW 13th Ave Pompano Beach, FL 33069 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-eng.com Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida Bearing Values Specific Gravity Carbonate Analysis Hydraulic Conductivity Organic Contents L.A. Abrasion FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Partial List of Services Geotechnical Engineering Services Field Inspection Services Fill & Quality Control Inspections Demucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Subsoil Investigation Pile Load Calculations Piling Installation Monitoring Asphalt Services Backscatter Density Tests Extractions & Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness Determination Asphalt Pavement Monitoring Asphalt Assessment Concrete Tests Concrete Strength Testing Slump Tests Windsor Probe Testing Schmidt Hammer Testing Core Testing Air Content Concrete Unit Weight Flexual Strength Testing Phase I Site Assessments Site Inspections Research of Property Records Environmental Engineering Services Phase II Site Assessments Phase I Follow up on Contaminated Sites Installation of Monitoring Wells Soil Borings Soil and Ground Water Analysis Lead Base Paint Surveys Report and Analysis Air Monitoring Roof Testing & Inspection Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber / Bonded Pull Test TAS 126 Moisture Survey Windload Calculation Drainage Calculations Lightweight Concrete placement Inspection Roof Assessment / Evaluation Cap Sheet Inspection Fastener Spacing Inspection Tile/ Shingle/ Standing Seam Inspection Base Sheet Installation Inspection Insurance Mitigation Retrofit Mitigation/ Certification Roof Drainage Calculations Construction Material Engineering Council American Concrete Institute MIAMFDADE COUNTY Miami Dade County Florida Department of Transportation 1' Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 S FBC 21 - BUILDING Master Permit No. C—(, —g�I� I PERMIT APPLICATION Sub Permit No. DEC 2 7 2016 ❑ BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑ RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION CONTRACTOR JOB ADDRESS: t ✓ t - c SHOP RAWINGS City: Miami Shores County: Miami Dade Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): (74.0 W1 `e ''- Co Phone#: Address: l,'o 3 L, 4 2.___14-\- C � City: � LAA l C—L� State: L \ Zip k Tenant/Lessee Name: Phone#: Email: Zip: CONTRACTOR: Company Name:`5.)-- ColAS'T1r V C ovv 1 k C- Phone#: -30f— S-2-5 1 .27 Address: Z t l 1`a,L 1 Lathe up %T c'' City: 1 p �� 0 � State: 1 zip: --2-3(6(° T Qualifier Name: FZ'C- {----tt UJ r -Ls,1 1Phone#: c ST `I- \'b 4(0 £' State Certification or Registration #: (' a 0 CloCi Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ Square/Linear Footage of Work: Type of Work: E Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 11? 0 40? 14u3 U16-7 Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $CR v V Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ ► `O • (x3 Bond $ TOTAL FEE NOW DUE$ 2 /•d (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be harged. JSignature OWNER or AGENT The foregoing iristrument was acknowledged before me this 21� dd of C-- 20 1 , by �,...4 L(c')(L4 ,A`✓ , hGlu o is personally known to Signature CONTRACTOR The foregoing instrument was acknowledged before me this day of L , 20 A , by o is personally known to me or who has produced as me or who has produced as identification and who didn oath. NOTARY PU Sign: Print: Seal: c sPf. LAURA FARLEY MY COMMISSION i FF 188027 EXPIRES: Mauch 16, 2019 *****************+�, ,_I** *** 8***ntes **********************************************s******************** identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: Gl LAURA FARLEY * _r, * MY COON ht FF 1:. 1127 EXPIRES:MMISSIMarch 16, 2019 `59,,oF o• Bonded Thru Budget Notary Strikes APPROVED BY (Revised02/24/2014) Plans Examiner Zoning Structural Review Clerk ELaf [D _Q1ij i[JY TRUSS _ 365 PARK CENTRAL BLS_ NORTH POMPANO BEACH FL 33064- MAIL 3064 MAIL : F-LtIT@BELLSOUTH.'ILI- Gam' ' / County Etavatic:l a: 41 LQt f BIock lob tt tom/Zit STA certify ttrat the. engineering tor ita t-usse listed on tE-te. ted sere-rf index sheet have been designed and [teciced fu,. coE q rzce whf-r the Ftooida. Burfdir g Code: -2014 The s have bccn desit&t tet[ to provide Fesis.dance fit -wind and farces as wed har are €cr Eg pro is?ons_ iTRESS LOAD -NG COk'tMt 1.€O[EiS y.,. (ROOF TRUSSES -DOR TRUSSES F t UP E -€DRI € VE LSD 6 ; i QF CHDRD LIVE WAD t fE€3 IX Ff7 rE '��g i•€€ An t g_VVE LOAD CHORD r.E LDA7 -`cga t FUM ct-{D T—ON4 CHa D. LOAD / 0 r.Z3;0'L yW1 CHORD, Lf1f t f TAL. LOAD: �Q�s�-�vi�l_PCY. kF Trt{ LOAD: �s'� �� t t�L LQYtt1_ dtFl`.a"Ct lt.+'l`k FACTO vi Cst t R�� f--� . Expo_sur-e a : _ice- - CIfc mpigr far: M PH :PLUE= - ALCacher[ is a it-cdeic sheet submit tac[ ict accordance with Florida State &1O1S-31.003_ The Pages number -d _w ----1 thru are photcscopies ofthe original designed and -approved by me_ As witttiess by ray seal I hereby certify that the above infarrnation is true aad correct to the best of my knowledge and belief HIKMET TU�•lIGrE• iU !-f�';.P.E: FL. RE% #- AVE, •••• 3500 N'�ir. G1�U V • SUITE 708 BOCA A OIt? 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REG. #50109 3500 N.W. 2nd AVE. SUITE 708 BOCA RATON, FL 33431 • • • • • OOO • OOO • • • • • • • • f...1 OT.OTuk. ••• ••• •• •• ••;.>c '• OOOOOOOO " "4,0. • • ••• • •• •• • • • • • • • . • • • • . ••• • • •• • • : N® • *• = • • • • • t sTAT" • la CIO t,,7 • • ••• • •• • • • • • ••• • • • • • oR • % •• •• • • .13E5.2 ?' a6•:. */,‘4, %NM- f'"?‘‘`‘ • • • • • • • Florida Quality Truss Main Office: AIt.Ph:954-975-3384 - Fax:954-978-8980 flqt@bellsouth.net Customer Information: Name: F&F CONST. Address: Contact: Fill in later City, State, Zip: Engineering -List Job #: 16124N Date: Project Information: Name: COMERFORD Address: Region: 10565 NE 2ND CT Dade City, State, Zip: MIAMI SHORES, ** Salesman: I Notes: Loading: TC BC Fill in later Designer: 1 LL 0 0 EC DL 0 0 Engineering List Seq. Q Num. Span Description Truss Slope BDFT OH - L CANT -L ', STUB -L Height TC/BC OH - R CANT -R STUB -R 1 1 17-00-00 Al G 3.00 0.00 0 lbs. each 2x8 / 2x4 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0.00 01-08-00 00-00-00 00-00-00 2 1 17-00-00 A2 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. each 2x8 / 2x4 0.00 01-08-00 00-00-00 00-00-00 3 9 17-00-00 A3 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs, each _ ' T 2x8 / 2x4 0.00 01-08-00 00-00-00 00-00-00 4 6 17-00-00 A4 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. each 2x8 / 2x4 0.00 00-00-00 00-00-00 00-00-00 5 4 12-04-00 A5 -x ' \> 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. each_ --_- 2x8 / 2x4 0.00 00-00-00 00-00-00 00-00-00 6 1 12-04-00 A6 0 lbs. each 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 2x8 / 2x4 0.00 00-00-00 00-00-00 00-00-00 7 1 12-04-00 A7 0 lbs. each 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 2x8 / 2x4 0.00 00-00-00 00-00-00 00-00-00 8 2 12-04-00 ! A8 0 lbs. each__ - 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 2x8 / 2x4 0.00 00-00-00 ! 00-00-00 00-00-00 00-00-00 9 12-04-00 A9 0 lbs. each 3.00 0.00 j 0.00 2x8 / 2x4 0.00 01-08-00 00-00-00 00-00-00 ; 00-00-00 00-00-00 00-00-00 00-00-00 10 1 12-04-00 Al0 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. each 2x8 / 2x4 0.00 00-00-00 00-00-00 00-00-00 11 1 12-04-00 All • • • • •.. =a ^: _- Gi.00• •0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 • . • • s y.__ • • • O lbs. each • - s �s . -•- ,y px8+ / 2x4 0.00 00-00-00 00-00-00 00-00-00 • 12 3 12-04-00 Al2 • • • • • - •-• _ • • '5.07 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. each . - - -- 2x8 / 2x4 0.00 00-00-00 00-00-00 00-00-00 • ••• • ••• •• ••• 13 2 12-04-00 A13 • • • • • 3.0•0 0►00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. eacl • -a_-. - px8 / �x4 0.00 01-08-00 00-00-00 00-00-00 •• ••• • • • 14 1 12-04-00 A14G 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 0 lbs. each / 2x8 / 2x4 0.00 01-08-00 00-00-00 00-00-00 15 8 05-00-00 J5 i • .--_iii • 8.00 40.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 •,a . • • • • • • 0 lbs. each 111----0,11-11-4-0=--• ••• • • }• y A 2x4 0.00 00-00-00 00-00-00 00-00-00 ••• • • • Page 1 of 2 Engineering List Seq. Qty Span Description Truss Slope BDFT OH - L CANT -L STUB -L Height Num. TC/BC OH - R CANT -R STUB -R 16 8 03-00-00 CJ3 0 Ibs. each 3.00 0.00 0.00 I 01-08-00 I 00-00-00 00-00-00 00-00-00 2x8 / 2x4 ° 0.00 100-00-00 00-00-00 I 00-00-00 17 8 01-00-00 CJ1 0 Ibs. each 3.00 0.00 0.00 01-08-00 00-00-00 00-00-00 00-00-00 2x8 / 2x4 0.00: 00-00-00 00-00-00 , 00-00-00 18 I 4 07-00-02 HJ5 0 Ibs. each 2.12 0.00 ! 0.00 02-04-05 00-00-00 00-00-00 00-00-00 2x8 / 2x4 0.001 00-00-00 00-00-00 00-00-00 19 1 04-00-00 V4 I I I 20 1 08-00-00 V8 0 Ibs. each 0.00 0.00 I 0.00 j 00-00-00 j 00-00-00 00-00-00 2x4 / 2x4 1 0.00 1 00-00-00 1 00-00-00 00-00-00 00-00-00 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 0 Ibs. each ==. �. 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 21 1 12-00-00 V12 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 � 0 Ibs. each ice'% ? \ 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 22 1 16-00-00 V16 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 0 Ibs. each _ _,..---.-- ;-\>.� 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 23 1 1 20-00-00 V20 0 Ibs. each 1 3.00 0.00 ! 0.00 00-00-00 1 00-00-00 I 00-00-00 00-00-00 -_ 2x4 / 2x4 0.00 , 00-00-00 j 00-00-00 1 00-00-00 24 1 21-08-08 V22 3.00 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 0 Ibs. each 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 25 1 02-00-00 MV2 0 Ibs. each 0.00 0.00 2x4 / 2x4 0.00 00-00-00 1 00-00-00 1 00-00-00 00-00-00 0.00 00-00-00 00-00-00 00-00-00 26 1 1 04-00-00 MV4 0 Ibs. each 3.00 0.00 2x4 / 2x4 0.00 1 00-00-00 00-00-00 00-00-00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 27 I 1 05-11-08 MV6 0 Ibs. each 3.00 0.00 2x4 / 2x4 0.00 00-00-00 00-00-00 00-00-00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 • •• ••• • • • • • •• • • • • • • • • •• ••• •• • • • •• • ••• • ••• ••• ••• • • • • • • • J • • • • • • •• • • • • • • • 0 •• • • • • • •• •• • ••• 0 • • ••• • • • • ••• • • • • • • • • • • • 0 • ••• • • • • • • • • • • • • • • •• •• • • • •• we ••• 0 • • ••• • • Page 2 of 2 Job:(16124N) /A1G THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP SS Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind Toads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. 1 Special loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 91 plf at -1.81 to 91 plf at 5.00 TC- From 45 plf at 5.00 to 45 plf at 12.00 TC- From 91 plf at 12.00 to 91 plf at 18.81 BC- From 4 plf at -1.81 to 4 plf at 0.00 BC- From 20 plf at 0.00 to 20 plf at 5.03 BC- From 10 plf at 5.03 to 10 plf at 11.97 BC- From 20 plf at 11.97 to 20 plf at 17.00 BC- From 4 plf at 17.00 to 4 plf at 18.81 PLT- 508.80 Ib Conc. Load at ( 5.03,12.38), (11.97,12.38) PLT- 195.88 Ib Conc. Load at ( 7.06,12.38), (8.50,12.38), (9.94,12.38) PLB- 134.07 Ib Conc. Load at ( 5.03,10.54), (11.97,10.54) PLB- 70.78 Ib Conc. Load at ( 7.06,10.54), (8.50,10.54), (9.94,10.54) Deflection meets L/360 live and U240 total Toad. Creep increase factor for dead Toad is 1.50. 5040 1866 1964 1960 5094 5'018 I 28"6 - - 1'504 -- - 1'S"4 - - 206" f 50"6 12 3 p 5' .5X T =3X4 =5X6 5' T1 R15X8(R 1115X8(R) 63X8(A1 1111111111 11N I ) 1111.5X4 =3X4 F.- 18" -a{ 1344 R=1957# U=813# W=8" (Rigid Surface) LEFT RAKE = 1'8"10 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3634 PARR CENTRAL BLVD. POMPANO BEACH, FL 33064 DESIGN CRIT=FBC2014RES/fPI-2007 FT/RT=20%(0%)/ 1(0) 7104 17' 710 .H0710 1111.5X4 H = 3X8(A 1) 71d+ QTY= 1 TOTAL= 1 e•WARNINOI" READ AND FOLLOW ALL NOTES ON THIS DRAWINOI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety Unless tooted performing chord functions. Installers shag provide temporary bracing per SCSI shag have a properly attached rigid caeng. Location shownproperty nffo sheathing t lateralrestraintra bottom rd shag have bracing Installed per SCSI sections 83, 87 or 810, as applicable. Apply plates to each face of buss and position as shown above and on the John Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate positions. y failure to tto bbalding d'th Wm in cmdarGroup nimnfoa 0419h ti notNSS1TTPres�I 1. or ehandlig shipping, Inotalationn 8 bracing of trusses. Anal en 811 Pyrrha or Gem pp O.Orly this drawing, Indlata.00.pttna of protmmlond for yin, our,10i pon+ROti of the BuOdIng Deelgner par SI/MPtatbffily solely fat the design ohm. TM, suitability and u..062.amvinp For more information ase this jab's general notes page and these web etas: ITWBCG: o o.90by,.mm:TPI: wwwtphst.org: WTCA waw.abdnduelry.com: ICC: wvw.Icesefe.og 1340 • • • • • •• • • •••• • • •••• • • • •• • • • • • • • • •• • • • • • •• • • • iP • . Fe- 1,8,E R=1957# U=813# W=B" (Rigid Surface) •••• • • • •• • RIGHT RAKE = 1'8"10 SEQ = 489120 REV. 15.01.01C.0610.23 SCALE =0.3750 • •• • • • • • • • •• • • • • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.Opsf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 17 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPS [ALPINE][FBC2014Res/TPI-2007[[A1G][161249/1] [TCLL 30.0][TCDL 15.0](BCDL 10.01[BCLL 0.0][IF 1.25][0C 24.0][NM 1][SOFFIT 2.0] (STD.AUTO.LOAD](OC 24.00][DF 1.25][NM 1] ===Bearings==(X-Loc]]React)[Min Size Req]== Repetitive Factors Used: No ( 0.00][ 1957][0.19] [16.331[ 1957][0.19] 31 PLF @ -1.8 to 31 @ 5.0 (y=15.4]( 08] 15 PLF @ 5.0 to 15 @ 12.0 [y=15.4][ 04] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 31 PLF @ 12.0 to 31 @ 18.8 (y=15.4)[ 08] 0- 1 40 -23 0.00 0.05 0.06 1 8 SP SS 21.52 3.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 0%] 4- 6 1837 -4638 0.04 0.18 0.22 3 8 SP SS 13.65 3.89 Plywd 4 PLF @ 17.0 to 4 @ 18.8 [y= 5.1][ 04] 8-12 1804 -4566 0.22 0.69 0.91 3 4 SP #2 N 37.36 3.33 Plywd 60 PLF @ -1.8 to 60 @ 5.0 ((y=15.4][1008] 10-14 1728 -4442 0.25 0.57 0.82 3 4 SP #2 N 42.00 0.01 Plywd 30 PLF @ 5.0 to 30 @ 12.0 [y=15.4][100%] 14-20 1730 -4442 0.25 0.57 0.82 6 4 SP #2 N 42.00 -0.01 Plywd 60 PLF @ 12.0 to 60 @ 18.8 [y=15.4][100%] 19-24 1806 -4566 0.22 0.69 0.91 6 4 SP #2 N 37.36 -3.33 Plywd 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1][ 0%] 23-26 1839 -4639 0.04 0.18 0.22 6 8 SP SS 13.65 -3.89 Plywd 10 PLF @ 5.0 to 10 @ 12.0 (y= 5.1)[ 0%] 29-30 40 -23 0.00 0.05 0.06 1 8 SP SS 21.52 -3.00 Plywd 20 PLF @ 12.0 to 20 @ 17.0 [y== 5.11[ 04] 5- 9 4289 -1693 0.39 0.42 0.81 3 4 SP SS 13.86 -0.00 Diaph 277.53 Lbs. @ 5.0, 12.4 Angle=270 9-13 4341 -1709 0.39 0.42 0.81 3 4 SP SS 37.75 -0.00 Diaph 231.27 Lbs. @ 5.0, 12.4 Angle=270 13-16 5159 -2087 0.47 0.42 0.89 3 4 SP SS 77.00 -0.00 Diaph 106.84 Lbs. @ 7.1, 12.4 Angle=270 15-21 4341 -1711 0.39 0.42 0.81 6 4 SP SS 37.75 -0.00 Diaph 89.04 Lbs. @ 7.1, 12.4 Angle=270 21-25 4289 -1694 0.39 0.42 0.81 6 4 SP SS 13.86 -0.00 Diaph 106.84 Lbs. @ 8.5, 12.4 Angle=270 2- 3 722 -1705 -=-= Plate Member =-=- PLATE MEMBER 0.50 -Vert- 89.04 Lbs. @ 8.5, 12.4 Angle=270 2- 4 1823 -4594 0.04 0.18 0.22 3 8 SP SS 10.12 5.28 Plywd 106.84 Lbs. @ 9.9, 12.4 Angle=270 1- 2 61 -109 -=-=Fictious Member=-= SP SS 2.19 -9.07 89.04 Lbs. @ 9.9, 12.4 Angle=270 4- 5 159 -375 -=-= Plate Member =-_- PLATE MEMBER 5.34 -71.89 277.53 Lbs. @ 12.0, 12.4 Angle=270 3- 5 4356 -1721 0.39 0.17 0.56 3 4 SP SS 10.17 -0.82 Diaph 231.27 Lbs. @ 12.0, 12.4 Angle=270 27-28 722 -1705 -=-= Plate Member =-=- PLATE MEMBER 0.50 -Vert- 73.13 Lbs. @ 5.0, 10.5 Angle=270 26-27 1825 -4594 0.04 0.18 0.22 6 8 SP SS 10.12 -5.28 Plywd 60.94 Lbs. @ 5.0, 10.5 Angle=270 27-29 61 -109 -=-=Fictious Member=-=- SP SS 2.19 9.07 38.61 Lbs. @ 7.1, 10.5 Angle=270 25-26 159 -375 -=-= Plate Member =-= PLATE MEMBER 5.34 71.88 32.17 Lbs. @ 7.1, 10.5 Angle=270 25-28 4356 -1723 0.39 0.17 0.56 6 4 SP SS 10.17 0.82 Diaph 38.61 Lbs. @ 8.5, 10.5 Angle=270 6- 7 1806 -4576 -=-=Fictious Member=-=- SP SS 0.00 -Vert- 32.17 Lbs. @ 8.5, 10.5 Angle=270 7- 8 1801 -4558 -=-=Fictious Member=-= SP #2 N 0.00 -Vert- 38.61 Lbs. @ 9.9, 10.5 Angle=270 11-12 4492 -1761 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- 32.17 Lbs. @ 9.9, 10.5 Angle=270 10-11 4441 -1728 -=-=Fictious Member=-= SP #2 N 0.00 -Vert- 73.13 Lbs. @ 12.0, 10.5 Angle=270 18-20 4442 -1730 -=-=Fictious Member=-=- SP 02 N 0.00 -Vert- 60.94 Lbs. @ 12.0 10.5 Angle=270 18-19 1763 -4493 -=-=Fictious Member=-= SP #2 N 0.00 -Vert- Brg.# 1 Vert.R= 1951.3 # Hor.R= 0.0# 22-24 4559 -1803 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- Brg.# 2 Vert.R= 1957.3 # Hor.R= 0.08 22-23 1808 -4576 -=-=Fictious Member=== SP SS 0.00 -Vert- - -- ------ - - - - - - - - 16-17 5159 -2087 -=-=Fictious Member=-=- SP SS 0.00 -Vert- [FBC pass 421)00 24.00](DF 1.25][NM 1] 15-17 1711 -4341 -=-=Fictious Member=-= SP SS 0.00 -Vert- Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 5.0 [y-15.4][ 0%] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 31 PLF @ 5.0 to 31 @ 12.0 [y=15.4]( 00] 7- 9 346 -89 0.13 5 4 SP #3 7.77 31 PLF @ 12.0 to 31 @ 18.8 [y=15.41( 04] 11-13 570 -109 0.22 1 4 SP #3 16.00 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1]( 08] 13-14 402 -838 0.26 3 4 SP #3 41.69 4 PLF @ 17.0 to 4 @ 18.8 [y= 5.1]( 08] 14-17 400 -837 0.26 6 4 SP #3 41.69 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1]( 0%) 17-18 570 -110 0.22 1 4 SP #3 16.00 20 PLF @ 0.0 to 20 @ 17.0 (y= 5.1][1004] 21-22 345 -89 0.13 4 4 SP #3 7.77 Brg.# 1 Vert.R= 663.8 # Hor.R= 0.08 Brg.# 2 Vert.R= 663.8 # Hor.R= -0.08 Node X -Loc Y -Loc Plate Cq JSI Method deflY(L) deflY(T) dxL 0 -1.74 10.42 0.01 L/999 0.01 L/999 0.00 0.00 [Partial Unbal. Lt](OC 24.00][DF 1.25](NM 1] 1 0.00 10.86 ---- ----- ---- ----- ---- ---- Repetitive Factors Used: No 2 0.15 10.75 ---- ----- ---- ----- ---- ---- 31 PLF @ -1.8 to 31 @ 5.0 y=15.4][ 0%] 3 0.15 10.70 3X8(A1) 0.80 0.95 0.00 L/999 0.00 L/999 0.00 0.00 15 PLF @ 5.0 to 15 @ 12.0 y=15.4]) 00] 4 0.92 11.08 0.01 L/999 0.02 L/999 0.00 0.01 31 PLF @ 12.0 to 31 @ 18.8 y=15.4)] 0%] 5 0.99 10.65 0.01 L/999 0.01 L/999 0.00 0.01 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1]( 0%] 6 2.00 11.44 5X8(R) 0.80 0.92 N 0.03 L/999 0.06 L/999 0.01 0.02 4 PLF @ 17.0 to 4 @ 18.8 y= 5.1]( 08] 7 2.00 11.44 ---- ----- ---- ----- ---- ---- 60 PLF @ -1.8 to 60 @ 0.0 y=15.411100%] 8 2.00 11.44 ---- ----- ---- ----- ---- ---- 60 PLF @ 2.3 to 60 @ 5.0 y=15.41(100%] 9 2.15 10.65 1.5X4 0.80 0.63 N 0.03 L/999 0.07 L/999 0.01 0.01 30 PLF @ 5.0 to 30 @ 12.0 y=15.41[100%] 10 5.00 12.27 5X6 0.80 0.97 N 0.21 L/966 0.46 L/432 0.04 0.09 20 PLF @ 0.0 to 20 @ 5.0 y= 5.1][ 04] 11 5.00 12.27 ---- ----- ---- ----- ---- ---- 10 PLF @ 5.0 to 10 @ 12.0 y= 5.1][ 08] 12 5.00 12.27 ---- ----- ---- ----- ---- ---- 20 PLF @ 12.0 to 20 @ 17.0 y= 5.1]( 04] 13 5.29 10.65 3X4 0.80 0.70 N 0.21 L/940 0.48 L/421 0.02 0.03 60 PLF @ 12.0 to 60 @ 18.8 y=15.41[1004] 14 8.50 12.27 3X4 0.80 0.43 N 0.24 L/827 0.54 L/370 0.03 0.06 277.53 Lbs. @ 5.0, 12.4 Angle=270 15 11.71 10.65 H0710 0.80 0.78 N 0.21 L/939 0.48 L/420 0.04 0.09 231.27 Lbs. @ 5.0, 12.4 Angle=270 16 11.71 10.65 ---- ----- ---- ----- ---- ---- 106.84 Lbs. @ 7.1, 12.4 Angle=270 17 11.71 10.65 ---- ----- ---- ----- ---- ---- 89.04 Lbs. @ 7.1, 12.4 Angle=270 18 12.00 12.27 5X6 0.80 0.97 N 0.21 L/965 0.46 L/432 0.01 0.03 106.84 Lbs. @ 8.5, 12.4 Angle=270 19 12.00 12.27 ---- ----- ---- ----- ---- ---- 89.04 Lbs. @ 8.5, 12.4 Angle=270 20 12.00 12.27 ---- ----- ---- ----- ---- ---- 106.84 Lbs. @ 9.9, 12.4 Angle=270 21 14.85 10.65 1.5X4 0.80 0.63 N 0.03 L/999 0.07 L/999 0.05 0.11 89.04 Lbs. @ 9.9, 12.4 Angle=270 22 15.00 11.44 5X8(R) 0.80 0.92 N 0.03 L/999 0.06 L/999 0.05 0.11 277.53 Lbs. @ 12.0, 12.4 Angle=270 23 15.00 11.44 ---- ----- ---- ----- ---- ---- 231.27 Lbs. @ 12.0, 12.4 Angle=270 24 15.00 11.44 73.13 Lbs. @ 5.0, 10.5 Angle=270 4.25 16.01 10.65 0.01 L/999 0.01 L/999 0.05 0.11 60.94 Lbs. @ 5.0, 10.5 Angle=270 26 16.08 11.08 0.01 L/999 0.02 L/999 0.05 0.12 38.61 Lbs. @ 7.1, 10.5 Angle=270 27 16.85 10.75 ---- ----- ---- ----- ---- ---- 32.17 Lbs. @ 7.1, 10.5 Angle=270 28 16.85 10.70 308(01) 0.80 0.95 0.00 L/999 0.00 L/999 0.05 0.12 38.61 Lbs. @ 8.5, 10.5 Angle=270 29 17.00 10.86 30 18.74 10.42 32.17 Lbs. @ 8.5, 10.5 Angle=270 0.01 L/999 0.01 L/999 0.00 0.01 38.61 Lbs. @ 9.9, 10.5 Angle=270 32.17 Lbs. @ 9.9, 10.5 Angle=270 73.13 Lbs. @ 12.0, 10.5 Angle=270 60.94 Lbs. @ 12.0, 10.5 Angle=270 Brg.# 1 Vert.R= 1828.0 # Hor.R= -0.00 Brg.# 2 Vert.R= 1949.0 # Hor.R= -0.08 [Partial Unbal. Rt][00 24.00)]DF 1.25)[NM 1] Repetitive Factors Used: No 31 PLF @ -1.B to 31 @ 5.0 y=15.4]( 01 15 PLF @ 5.0 to 15 @ 12.0 y=15.4][ 01 31 PLF @ 12.0 to 31 @ 18.8 y=15.4]1 01 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1][ Oi 4 PLF @ 17.0 to 4 @ 18.8 y=.5.1]( 07 60 PLF @ -1.8 to 60 @ 5.0 y=15.4111001 60 PLF @ 17.0 to 60 @ 18.8 y=15.4)[1001 20 PLF @ 0.0 to 20 @ 5.0 y= 5.1][ 01 10 PLF @ 5.0 to 10 @ 12.0 y= 5.1][ 07 20 PLF @ 12.0 to 20 @ 17.0 y= 5.1)[ 01 277.53 Lbs. @ 5.0, 12.4 Angle=270 231.27 Lbs. @ 5.0, 12.4 Angle=270 106.84 Lbs. @ 7.1, 12.4 Angie=270 89.04 Lbs. @ 7.1, 12.4 Angle=270 106.84 Lbs. @ 8.5, 12.4 Angle=270 89.04 Lbs. @ 8.5, 12.4 Angle=270 106.84 Lbs. @ 9.9, 12.4 Angle=270 89.04 Lbs. @ 9.9, 12.4 Angle=270 277.53 Lbs. @ 12.0, 12.4 Angle=270 231.27 Lbs. @ 12.0, 12.4 Angle=270 73.13 Lbs. @ 5.0, 10.5 Angle=270 60.94 ;r 4• :5.0, 10.5 Angle=270 • • 38.61 lis. @ 7.1, 10.5 • i7 ei2j0 • • • 32.17 Lbs. @ 7.1, 10.5 Angle•270 • • • 38.61 L s! @ •8 5, 10.5 An 4e=270 32.17 415.4L875, 10.5 • 1ei2 • 38.61 Lbs. @ 9.9, 10.5 Angle=2 0 32.17 Lbs. @• 9.9, 10.5 • An 1e=2R0 • • • • 73.13 1,p;,0 12.0, 10.5:100,1e14:0 g • • 60.94 14s.40 12.0, 10.5 Angle=2"10 •••• Brg.# 1 lIrt.R••1810.0 4 !iosi-+• -0.08 iirg.# 2 VgitiR= 494.5 4 ilii;4••0.04 • • • • [Partial Unbal. iti]100 24414i i 425] [NM 1 Repetitive Factors Used: No • • • 31 PLF @ -1.1 to 31 @ 5.0 [/= 5.4][ Oi • • 15 PLF 5.0 4o 15 @ 14444-74;,411 01 31 PLF4@•10.6 40. 31 @ 18.8 [y=15.4 [ 01 • • 4 PLF t -1.8 to 4 @ 40.0 [y= 90.1 [ Oi @• • • • : 4 PLF 11 �0 4 @ /r8�[7� 1 1 01 @ 60 PLF -1.i tap 60 @ 0.0 [y=1�4 [1001 60 PLF @•11.0 tok 60 @ 18.8 [y=15.4 [1001 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1 [ 01 10 PLF @ 5.0 to 10 @ 12.0 [y= 5.1 [ 01 20 PLF @ 12.0 to 20 @ 17.0 [y= 5.1 1 01 277.53 Lbs. 5.0, 12.4 Angle=270 231.27 Lbs. 5.0, 12.4 Angle=270 106.84 Lbs. 7.1, 12.4 Angle=270 89.04 Lbs. 7.1, 12.4 Angle=270 106.84 Lbs. 8.5, 12.4 Angle=270 89.04 Lbs, 8.5, 12.4 Angle=270 106.84 Lbs. 9.9, 12.4 Angle=270 89.04 Lbs. 9.9, 12.4 Angle=270 277.53 Lbs. 12.0, 12.4 Angle=270 231.27 Lbs. 12.0, 12.4 Angle=270 73.13 Lbs. 5.0, 10.5 Angle=270 60.94 Lbs. 5.0, 10.5 Angle=270 38.61 Lbs. 7.1, 10.5 Angle=270 32.17 Lbs. 7.1, 10.5 Angle=270 38.61 Lbs. 8.5, 10.5 Angle=270 32.17 Lbs. 8.5, 10.5 Angle=270 38.61 Lbs. 9.9, 10.5 Angle=270 32.17 Lbs. 9.9, 10.5 Angle=270 73.13 Lbs. 12.0, 10.5 Angle=270 60.94 Lbs. 12.0, 10.5 Angle=270 Brg.# 1 Vert.R= 1594.5 # Hor.R= -0.0# Brg.# 2 Vert.R= 1810.0 # Hor.R= 0.04 [Partial Unbal. 911][00 29 00][DF 1.25](NM 1 Repetitive Factors Used: No 31 PLF @ -1.8 to 31 @ 5.0 [y=15.4j 01 15 PLF @ 5.0 to 15 @ 12.0 (y=15.41( 01 31 PLF @ 12.0 to 31 @ 18.8 [y=15.4][ 00] 4 PLF @ -1.8 to 4 @ 0.0 (y= 5.1][ 00] 4 PLF @ 17.0 to 4 @ 18.8 (y= 5.1][ 09] 60 PLF @ -1.8 to 60 @ 5.0 [y=15.4j][1000] 60 PLF @ 12.0 to 60 @ 14.7 [y=15.41[100%1 20 PLF @ 0.0 to 20 @ 5.0 ([y= 5.11[ 0%] 20 PLF @ 12.0 to 20 @ 17.0 [y= 5.1]f 0%1 60 PLF @ 17.0 to 60 @ 18.8 [y=15.4](1000] 277.53 Lbs. @ 5.0, 12.4 Angle=270 231.27 Lbs. @ 5.0, 12.4 Angle=270 106.84 Lbs. @ 7.1, 12.4 An le=270 89.04 Lbs. @ 7.1, 12.4 Angle=270 106.84 Lbs. @ 8.5, 12.4 An le=270 89.04 Lbs. @ 8.5, 12.4 Angle=270 106.84 Lbs. @ 9.9, 12.4 Angle=270 89.04 Lbs. @ 9.9, 12.4 Angle=270 277.53 Lbs. @ 12.0, 12.4 Angle=270 231.27 Lbs. @ 12.0, 12.4 An le=270 73.13 Lbs. @ 5.0, 10.5 Angle=270 60.94 Lbs. @ 5.0, 10.5 Angle=270 38.61 Lbs. @ 7.1, 10.5 Angle=270 32.17 Lbs. @ 7.1, 10.5 Angle=270 38.61 Lbs. @ 8.5, 10.5 Angle=270 32.17 Lbs. @ 8.5, 10.5 Angle=270 38.61 Lbs, @ 9.9, 10.5 Angle=270 32.17 Lbs. @ 9.9, 10.5 Angle=270 73.13 Lbs. @ 12.0, 10.5 Angle=270 60.94 Lbs. @ 12.0, 10.5 Angle=270 Brg.# 1 Vert.R= 1949.0 # Hor.R= 0.00 Brg.0 2 Vert.R= 1828.0 # Hor.R= -0.04 • • [MWFRS.CPLIFT.LOAD](OC 24.00][DF 1.60 [NM 1] • • • • • • Repetitive Factors Used: No • • • • • • • • 10 PLF @ -1.7 to 10 @ 5.0 [y=15.4] 091 • • • • 5 PLF @ 5.0 to 5 @ 12.0 [y=15.4][ 091 • • • 10 PLF @ 12.0 to 10 @ 18.7 [ =15.4] 00] • -64 PLF @ -1.7 to -64 @ 5.0 1y=15.4 [10091 • • • - 32 PLF @ 5.0 to -32 @ 12.0 [y=15.4 [1000] •••• • • • • • -64 PLF @ 12.0 to -64 @ 18.7 [y=15.4 [10091 • • • • • 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1] 01] •••• • • • ••••• PLF @ 5.0 to 5 @ 12.0 [y 5.1)[ 00] • • • • • • 10 PLF @ 12.0 to 10 @ 17.0 [y= 5.1] 0%] • • • • - 264.53 Lbs. @ 5.0, 12.4 An le=270 • • • • • • -95.21 Lbs. @ 7.1, 12.4 Angle=270 • • • 1-95.2Lbs. @ 8.5, 12.4 Angle=270 • • • • -95.21 Lbs. @ 9.9, 12.4 Angle=270 • • • • -264.53 Lbs. @ 12.0, 12.4 Angle=270 • • • • • -6.06 Lbs. @ 5.0, 10.5 Angle=270 • • • 1.00 Lbs. @ 5.0, 10.5 Angle=270 • • • •••• • • -6.06 Lbs, @ 7.1, 10.5 Angle=270 • • • -6.06 Lbs. @ 8.5, 10.5 Angle=270 • • • -6.06 Lbs. @ 9.9, 10.5 Angle=270 1.00 Lbs. @ 12.0, 10.5 Angle=270 -6.06 Lbs. @ 12.0 10.5 Angle=270 Brg.# 1 Vert.R= -812.6 0 Hor.R= -0.04 Brg.# 2 Vert.R= -812.6 # Hor.R= -0.00 Job:(16124N) / A2 Va ue Set: 130 (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC MWFRS loads based on trusses located at least 7.50 ft. from roof edge. rV oI 3 12 D 1114X8(R 7' 4X5 R) 3' THIS DWG, PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. I• 1114X5(R) 7' /n4X8(R) 03X4(A1 3X4(A1) • • • • • •• • • • • • D7 • • eV • • • •• • • • • • •• • •• • • • • • •• ••• • • • • • • 1— m1.5X4 1111.5X4 I'-- 1'8" R=1108# U=443# RL=56/-56# W=8" (Rigid Surface) LEFT RAKE = 1'8"10 PLT. TYP.-WAVE DESIGN CRIT=FBC2014RESRPI.2007 FT/RT-20%(0%)/ 1(0) 17' =5X6 1111.5X4 QTY= 1 TOTAL= 1 18" —� R=11080 U=443# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3535 PARK CENTRAL BLVD. POMPANO BEACH, EL 33064 ••WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINOI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating, handling, mg. Nsta0ng and bracing Refer to end follow the latest edition of SCSI (BWI4ng Component Safety y Warmetbn, by TPI end NBCA) for safety practices noted to otherwise,top chord sorming these hag Installers attached sructural sheet wy ng end bottoming per schord shall have properly el000ched rigid selling. Locations shorn for permanent lateral restraint of webs g per SCSI sections 133. 137 0 810, as applicable. APPY plates to each face of trues and position as shown Biwa end on the Joint [Wags, mess noted otherwise. Refer to drawings 160A2 for standard plate position. ITW Build g Components Group Inc. shag not he reaporelble for any deviation from this drawing. ay failure to build the truss in conformance with ANSI/TPI 1, orfor hendtng, ehlppmg, installation bracing of trusses. A eW on this do ei g or goer page listing this drawing, ir0eetu a0eplenw at profmlontt engineering reagensibllny solely for the design Owen. The eu3e00ty end use efthl. dmxhg tar any Oniony ie the r.epenelb•y tithe Seeding Designer perANSBTPI 1 Seed. For more information see this job's general noes page and these web sites: ITWBCG: wwwawbcg.con: TPI: xxw.lphat.erg: WTCA www.absindustry.comi ICC: nem roaafe.org *16" •••• • • • •• • RIGHT RAKE =18"10 'L SEQ = 489118 REV. 15.01.01C.0610.23 SCALE =0.3750 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.Opsf REF • •• • • • • • • • • • • • • • DATE 12-22-2016 DRWG 0/A LEN. 17 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPS [ALPINE][FBC2019Res/TPI 2007][A2][16129N/1] 60 PLF @ 7.3 to 60 @ 10.0 [y=15.9][1001 60 PLF @ 15.0 to 60 @ 18.8 [y=15.91[1001 [TCLL 30.0][TCDL 15.0][BCDL 10.0](BCLL 0.0][DF 1.25][0C 24,0][NM 1][SOFFIT 2.0] 60 PLF @ 15.0 to 60 @ 18.8 [y=15.9]j1001 Brg.# 1 Vert.R= 762.4 # Hor.R= 0.0# Brg.# 2 Vert.R= 1016.6 # Hor.R= -0.08 [STD.AUTO.LOAD][OC 24.001[DF 1.25][NM 1] _ ===Bearings==(X-Loc[[React][Min Size Req]== Repetitive Factors Used: Yes [Partial Unbal. Rtl](0C 24.001[DF 1.25][NM 1 [ 0.00][ 1108][ 56h][0.13] (16.33]( 1108][0.13] 31 PLF @ -1.8 to 31 @ 2.0 y=15.9 [ 08] Repetitive Factors Used: Yes 31 PLF @ 2.0 to 31 @ 7.0 y=15.9 ( 09] 31 PLF @ -1.8 to 31 @ 2.0 y=15.9]( 01 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 31 PLF @ 7.0 to 31 @ 10.0 y=15.9 [ 081 31 PLF @ 2.0 to 31 @ 7.0 y=15.9][ 01 0- 1 40 0 0.00 0.06 0.06 27 8 SP SS 21.52 3.00 Plywd 31 PLF @ 10.0 to 31 @ 15.0 y=15.9(r 0881 31 PLF @ 7.0 to 31 @ 10.0 y=15.91( 01 4- 7 974 -1912 0.00 0.07 0.08 5 8 SP SS 13.65 3.89 Plywd 31 PLF @ 15.0 to 31 @ 18.8 y=15.9 0%1 31 PLF @ 10.0 to 31 @ 15.0 y=15.91( 01 6-10 972 -1877 0.05 0.76 0.81 6 4 SP #2 N 62.10 3.20 Plywd 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 ( 081 31 PLF @ 15.0 to 31 @ 18.8, y=15.9][ 01 11-17 971 -1766 0.03 0.25 0.28 1 4 SP #2 N 36.00 0.00 Plywd 4 PLF @ 17.0 to 4 @ 18.8 y= 5.1 I 08 4 PLF @ -1.8 to 4 @ 0.0 y= 5.111( 01 18-21 973 -1877 0.05 0.76 0.81 5 4 SP #2 N 62.10 -3.20 Plywd 20 PLF @ 0.0 to 20 @ 17.0 y= 5.1 ( 08 4 PLF @ 17.0 to 4 @ 18.8 y= 5.11( 01 23-25 974 -1912 0.00 0.07 0.08 6 8 SP SS 13.65 -3.89 Plywd 60 PLF @ -1.8 to 60 @ 2.0 y=15.9 (100% 20 PLF @ 0.0 to 20 @ 17.0 y= 5.1][ 01 28-29 40 0 0.00 0.06 0.06 28 8 SP SS 21.52 -3.00 Plywd 60 PLF @ 2.0 to 60 @ 7.0 y=15.9 [1008 60 PLF @ -1.8 to 60 @ 2.6 y=15.9 [1001 5- 9 1764 -823 0.26 0.40 0.66 4 4 SP 42 N 13.86 -0.00 Diaph 60 PLF @ 7.0 to 60 @ 10.0 y=15.9 [1008 60 PLF @ 2.0 to 60 @ 7.0 y=15.9 [1001 9-13 1759 -829 0.32 0.44 0.76 6 4 SP 42 N 60.00 -0.00 Diaph 60 PLF @ 10.0 to 60 @ 15.0 y=15.9 [1008 60 PLF @ 7.0 to 60 @ 9.7 y=15.9][1001 13-16 1766 -831 0.32 0.34 0.66 5 4 SP 42 N 32.50 -0.00 Diaph 60 PLF @ 15.0 to 60 @ 18.8 y=15.9 [100% 60 PLF @ 17.0 to 60 @ 18.8 y=15.9 [1001 14-20 1759 -833 0.32 0.43 0.75 5 4 SP 42 N 60.00 -0.00 Diaph Brg.# 1 Vert.R= 1108.2 # Hor.R= 0 00 Brg.# 1 vert.R= 1016.6 # Hor.R= 0 04 20-24 1763 -844 0.26 0.40 0.66 7 4 SP #2 N 13.86 -0.00 Diaph Brg.# 2 Vert.R= 1108.2 # Hor.R= -0 00 Brg.# 2 Vert.R= 762.4 # Hor.R= -0 0# 2- 3 694 -973 -=-= Plate Member =-=- PLATE MEMBER 0.50 -Vert- 2- Vert _ _-_-_-= _-----------------=------------ _ 2- 4 976 -1939 0.00 0.07 0.08 5 8 SP SS 10.12 5.28 Plywd [PBC pass 82][OC 24.00][80 1.25][00 11 [Partial Unbal. Lt2]101 29_ 00](DF 1.25 (NM 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 2.19 -9.07 Repetitive Factors Used: Yes Repetitive Factors Used: Yes 4- 5 69 -135 -=-= Plate Member =-_- PLATE MEMBER 5.34 -71.88 31 PLF @ -1.8 to 31 @ 2.0 [y=15.91( Os] 31 PLF @ -1.8 to 31 @ 2.0 [y=15.9 [ 01 3- 5 1775 -836 0.41 0.09 0.50 1 4 SP #2 N 10.17 -0.82 Diaph 31 PLF @ 2.0 to 31 @ 7.0 (y=15.9 1 OB] 31 PLF @ 2.0 to 31 @ 7.0 [y=15.9 ( 01 26-27 695 -973 -_= Plate Member =-=- PLATE MEMBER 0.50 -Vert- 31 PLF @ 7.0 to 31 @ 10.0 [jy=15.9 1 091 31 PLF @ 7.0 to 31 @ 10.0 (. -15.9 j 08 25-26 977 -1939 0.00 0.07 0.08 6 8 SP SS 10.12 -5.28 Plywd 31 PLF @ 10.0 to 31 @ 15.0 [y=15.9 1 08] 31 PLF @ 10.0 to 31 @ 15.0 [y=15.9 ( 01 26-28 207 -109 -=-=Fictious Member=-=- SP SS 2.19 9.07 31 PLF @ 15.0 to 31 @ 18.8 [y=15.911 08] 31 PLF @ 15.0 to 31 @ 18.8 [y=15.9 [ 01 24-25 67 -135 -_-= Plate Member =-=- PLATE MEMBER 5.34 71.88 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1]( 08] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 [ 01 24-27 1775 -845 0.41 0.09 0.50 1 4 SP #2 N 10.17 0.82 Diaph 4 PLF @ 17.0 to 4 @ 18.8 [y= 5.1 [ 091 4 PLF'@ t 4 @ 18.8 (y= 5.1 [ 01 7- 8 963 -1872 -=-=Fictious Member=-=- SP SS 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1 [ 09] • • 20 PLF O U U.� •to 20 @ 17.0•(y� .1 [ Os. 6- 8 1873 -961 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1 [100%] • • • 60 PLF @ -1.8 to 60 @ 0.0 [y1 .9 [1001 10-12 974 -1763 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- Brg.# 1 Vert.R= 663.8 # Hor.R= 0 0# • • • 60 PLF•@010.04t60 @ 15.0 py=15.9 [1001 11-12 1766 -971 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- Brg.# 2 Vert.R= 663.8 # Hor.R= -0 0# 60 PLF•@ i!,,p•t7 60 @ 18• `v-'•4.9 [1001 17-19 971 -1766 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert _ _ _- - --------= ------- --= = ----__-_-_ _ • Brg.# 1 Fert.R= 682.5 # Hor.R= 0 0# 18-19 1763 -975 -=-=Fictious Member=-=- SP 42 N 0.00 -Vert- [Partial Unbal. Lt][01 24.00][DF 1.25][NM 11 •Brg.# 2 Vert.RE 933.9 # Nor.R= 0-0 0# 21-22 962 -1873 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- Repetitive Factors Used: Yes ____ 22-23 964 -1872 -=-=Fictious Member=-=- SP SS 0.00 -Vert- 31 PLF @ -1.8 to 31 @ 2.0 y=15.9 [ 09] • • • • • •[Partial.Only#1.•42][OC 24.00][80 1.25][NM ) 15-16 831 -1766 -=-=Fictious Member= -=-SP #2 N 0.00 -Vert- 31 PLF @ 2.0 to 31 @ 7.0 y=15.9 [ 0%] Does Repetrti•e Pastas Used: •Yis• • • 14-15 833 -1759 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- 31 PLF @ 7.0 to 31 @ 10.0 y=15.9 08] 31 PLF @ -1.8 to 31 @ 2.0• =11.9 01 31 PLF @ 10.0 to 31 @ 15.0 y=15.9 08] • • • 31 PLF•@• 2 .0 tII 31 @ •7ltt 115.9 01 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 31 PLF @ 15.0 to 31 @ 18.8 y=15.9 091 • • . 31 PLF @ 7.0•4 31 @ 16E Ly.1,5.9 01 8- 9 140 -97 0.05 5 4 SP #3 7.77 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 09] 31 PLF @ 10.0 to 31 @ 15.0 y15.9 01 12-13 172 -36 0.07 2 4 SP #3 22.00 4 PLF @ 17.0 to 4 @ 18.8 y= 5.1 09131 PLF @ 1510 to 31 @ 18.8 fy-15.9 [ 01 • • • 15-19 170 -35 0.06 2 4 SP #3 22.00 20 PLF @ 0.0 to 20 @ 17.0 y= 5.1 091 • • 9 PLF•@ 1.8•10 4 @ • jy� .1 01 20-22 141 -97 0.05 6 4 SP #3 7.77 60 PLF @ -1.8 to 60 @ 0.0 y=15.9 1009] 4 PLF•@vb7.0•t• 4 @ 18.8 [ 3. 60 PLF @ 2.3 to 60 @ 7.0 y=15.9 10091 • • 20 PLF•@ 0.0 to 20 @ 4.0 yy= 4.11 01 Node X -Loc Y -Loc Plate Cq JSI Method def1Y(L) deflY(T) dxL dxT 60 PLF @ 7.0 to 60 @ 10.0 y=15.9 10081 • • • ••60 PLF @. il•8•to 60 0:21.t7 Y 9] 1001 • y=13.9] 1001 1 0.00 10.86 ---- ----- ---- ----- ---- ---- 60 PLF @ 15.0 to 60 @ 18.8 y=15.9 1008] 60 PLF @• N.0 to 60 @ 10.0 y=15.9] 1001 2 0.15 10.75 ---- ----- ---- ----- ---- ---- Brg.# 1 Vert.R= 979.0 # Hor.R= 0 04 60 PLF @ 10.0 to 60 @ 14.7 y=15.91 1001 3 0.15 10.70 3X4(A1) 0.80 0.80 0.00 L/999 0.00 L/999 0.00 0.00 Brg.# 2 Vert.R= 1100.0 # Hor.R= -0 0# 60 PLF @ 17.0 to 60 @ 18.8 y=15.9] 1001 4 0.92 11.08 0.04 L/999 0.11 L/999 0.02 0.05 = _= _ - - _ _- = - --- --= = -----__-_-_--- Brg.# 1 Vert.R= 1100.0 # Hor.R= 0.00 5 0.99 10.65 0.04 L/999 0.12 L/999 0.00 0.01 [Partial Unbal. Rt][0C 24.00][DF 1.25] NM 1] Brg.# 2 Vert.R= 979.0 # Hor.R= -0.0# 6 2.00 11.44 408(0) 0.80 0.95 N 0.09 L/999 0.27 L/736 0.03 0.10 Repetitive Factors Used: Yes 7 2.00 11.44 ---- ----- ---- ----- ---- ---- 31 PLF @ -1.8 to 31 @ 2.0 y=15.9 [ 08 [MWFRS ASCE Perp/L++][0C 24.00][DF 1.60][NM 8 2.00 11.44 ---- ----- ---- ----- ---- ---- 31 PLF @ 2.0 to 31 @ 7.0 y=15.9 [ 09 Repetitive Factors Used: Yes 9 2.15 10.65 1.5X4 0.80 0.38 N 0.10 L/999 0.29 L/686 0.00 0.01 31 PLF @ 7.0 to 31 @ 10.0 y=15.9 [ 09 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1( 10 7.00 12.77 4X5(R) 0.80 0.64 N 0.10 L/999 0.30 1/674 0.03 0.09 31 PLF @ 10.0 to 31 @ 15.0 y=15.9 1 09 10 PLF @ -1.8 to 10 @ 0.0 [y=15.9][ 01 11 7.00 12.77 ---- ----- ---- ----- ---- ---- 31 PLF @ 15.0 to 31 @ 18.8 y=15.9 [ 0% -27 PLF @ 10.0 to -27 @ 15.0 R [y=11.6][1( 12 7.00 12.77 ---- ----- ---- ----- ---- ---- 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 I 0% -10 PLF @ 2.0 to -10 @ 7.0 L (y=12.9][1( 13 7.15 10.65 1.5X4 0.80 0.38 N 0.11 L/999 0.30 L/662 0.01 0.03 4 PLF @ 17.0 to 4 @ 18.8 y= 5.1 ( 09 10 PLF @ 0.0 to 10 @ 7.0 [y=15.91[ 01 14 9.85 10.65 5X6 0.80 0.53 N 0.11 L/999 0.30 1/661 0.02 0.03 20 PLF @ 0.0 to 20 @ 17.0 y= 5.1 [ 09 -27 PLF @ 15.0 to -27 @ 17.0 R [y=11.1][1( 15 9.85 10.65 60 PLF @ -1.8 to 60 @ 2.0 y=15.9 [1009 -27 PLF @ 17.0 to -27 @ 18.8 R [yp=10.7][1( 16 9.85 10.65 ---- ----- ---- ----- ---- ---- 60 PLF @ 2.0 to 60 @ 7.0 y=15.9 [1009 10 PLF @ 7.0 to 10 @ 10.0 [y=15.91[ 01 17 10.00 12.77 4X5(R) 0.80 0.64 N 0.10 L/999 0.30 L/673 0.03 0.08 60 PLF @ 17.0 to 60 @ 18.8 y=15.9 [100% -10 PLF @ 7.0 to -10 @ 8.5 [y=12.91[1001 18 10.00 12.77 ---- ----- ---- ----- ---- ---- Brg.# 1 Vert.R= 933.9 # Hor.R= 0 04 -12 PLF @ 0.0 to -12 @ 9.9 [y=10.5][100+ 19 10.00 12.77 ---- ----- ---- ----- ---- ---- Brg.# 2 Vert.R= 682.5 # Hor.R= -0 04 10 PLF @ 10.0 to 10 @ 17.0 [y=15.91[ 01 20 14.85 10.65 1.5X4 0.80 0.38 N 0.10 L/999 0.29 L/690 0.02 0.05 =-=-=-=-=-=-=-=-=-=-=-=-= - = - = - = - = - =-= - = - = - = - =-= 10 PLF @ 17.0 to 10 @ 18.8 [y=15.9][ 01 21 15.00 11.44 488(R) 0.80 0.95 N 0.09 L/999 0.27 L/740 0.03 0.10 [Partial Unbal. Ltl][0C 24.00](DF 1.25 [NM 1] -10 PLF @ 0.0 to -10 @ 2.0 L [.y=11.6][1( 22 15.00 11.44 ---- ----- ---- ----- ---- --- Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 01 23 15.00 11.44 ---- ----- ---- ----- ---- ---- 31 PLF @ -1.8 to 31 @ 2.0 y=15.9 [ 08] -12 PLF @ 9.9 to -12 @ 17.0 [y=10.5](1001 24 16.01 10.65 0.04 L/999 0.12 L/999 0.03 0.06 31 PLF @ 2.0 to 31 @ 7.0 y=15.9 [ 09] -10 PLF @ 8.5 to -10 @ 10.0 (y=12.91(1001 25 16.08 11.08 0.04 L/999 0.11 L/999 0.03 0.07 31 PLF @ 7.0 to 31 @ 10.0 y=15.9 [ 0%1j Brg.# 1 Vert.R= 47.4 # Hor.R=.-56.4# 26 16.85 10.75 ---- ----- ---- ----- ---- ---- 31 PLF @ 10.0 to 31 @ 15.0 y=15.9 [ 09] Brg.# 2 Vert.R= -142.1 # Hor.R= -0.0# 27 16.85 10.70 3X4(A1) 0.80 0.80 0.00 L/999 0.00 L/999 0.03 0.06 31 PLF @ 15.0 to 31 @ 18.8 y=15.9 [ 09] __________________________ _ ___ _____ _ _ _ 28 17.00 10.86 9 PLF @ 1.8 to 4 @ 0.0 y 5.1 [ 09] [MWFRS ASCE Perp/L+-1[01 24.001100 1.60][NM 29 18.74 10.42 0.04 L/479 0.12 L/167 0.02 0.06 4 PLF @ 17.0 to 4 @ 18.8 y= 5.1 1 0%%1 Repetitive Factors Used: Yes - 20 PLF @ 0.0 to 20 @ 17.0 y= 5.1 1 01] 36 PLF @ -1.8 to 36 @ 0.0 L ]y=11.1][1( 60 PLF @ -1.8 to 60 @ 0.0 y=15.9 [1009) 10 PLF @ -1.8 to 10 @ 0.0 [y=15.91( 01 -27 PLF @ 10.0 to -27 @ 15.0 R [y=11.6][100%] -10 PLF @ 2.0 to -10 @ 7.0 L [y=12.91[100%1 10 PLF @ 0.0 to 10 @ 7.0 [y==15.9]) 0%] -27 PLF @ 15.0 to -27 @ 17.0 R [y=11.1][1008] -27 PLF @ 17.0 to -27 @ 18.8 R (y=10.71[100%1 10 PLF @ 7.0 to 10@10.0 [y=15.91[ 08] -10 PLF @ 7.0 to -10 @ 8.5[[y=12.j9]([100%] 10 PLF 0 10.0 to 10 @ 17.0 jy-15.9j(10=10.0%] 10 PLF @ 17.0 to 10 @ 18.8 ]y=15.9][ 081] 10 PLF @ 0.0 to -10 @ 2.0 L (y=11.61[100%1 10 PLE@ 0.0 to 10817.0]y=5.1]] 08] 12 PLF @ 9.9 to 12 @ 17.0 [v=10.5][100%] -10 PLF @ 8.5 to -10 @ 10.0 1Y=12.91(100%1 Brg.# 1 Vert.R= 251.5 # Hor.R= -56.44 Brg.# 2 Vert. -R= 62.1 0 Hor.R= -0.00 [MNFRS ASCE Perp/L-+][0C 24.001[DF 1.601)00 1] Repetitive Factors Used: Yes -89 PLF @ -1.8 to -89 @ 0.0 L (y=11.11[100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=15.9][ 08] -27 PLF @ 10.0 to -27 @ 15.0 R [y=11.6][100%] -43 PLF @ 2.0 to -43 @ 7.0 L [y=12.91[100%1 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9][ 08] - 27 PLF @ 15.0 to -27 @ 17.0 R (y=11.11(100%) - 27 PLF @ 17.0 to -27 @ 18.8 R (y=10.71[1008] 10 PLF @ 7.0 to 10 @ 10.0 [y=15.9][ 0%] -52 PLF @ 7.0 to -52 @ 8.5 [y-12.91[1008] -12 PLF @ 0.0 to -12 @ 9.9 y=10.5]1[1008] 10 OLE @ 10.0 to 10 @ 17.0 [y=15.9] 08) 10 PLF @ 17.0 to 10 @ 18.8 (y=15.91( 0%1 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1008] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 0%] - 12 PLF @ 9.9 to -12 @ 17.0 y=10.5][100%] -52 PLF @ 8.5 to -52 @ 10.0 (y=12.9][1008] Brg.# 1 Vert.R= -428.1 # Hor.R= 55.80 Brg.# 2 Vert_R= -240.1 # Hor.R= _0_0# [MWFRS ASCE Perp/L--]]OC 24.00][DF 1.60)(NM 1] Repetitive Factors Used: Yes - 89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1]]100%] 10 PLF 0 -1.8 to 10 @ 0.0 [y=15.9][ 08] -27 PLF @ 10.0 to -27 @ 15.0 R (y=11.611100%) -43 PLF @ 2.0 to -43 @ 7.0 L [y=12.91[100%1 10 PLF 0 0.0 to 10 @ 7.0 [y=15.91[ 08] -27 PLF @ 15.0 to -27 @ 17.0 R (y=11.1][100%] -27 PLF @ 17.0 to -27 @ 18.8 R [y=10.71[100%1 10 PLF 0 7.0 to 10 @ 10.0 [y=15.91( 08] -52 PLF @ 7.0 to -52 @ 8.5 'y=12.9][100%1 12 PLF 0 0.0 to 12 @ 9.9 [y=10.5]]100%] 10 PLF 0 10.0 to 10 @ 17.0 y=15.9][ 0%1 10 PLF 0 17.0 to 10 @ 18.8 [y=15.91[ 0%1 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.61[100%1 10 PLF 0 0.0 to 10@17.0 )y= 5.1]] 0%] 12 PLF @ 9.9 to 12 @ 17.0 (y=10.5][100%] -52 PLF @ 8.5 to -52 @ 10.0 [y=12.9]]100%] Brg.# 1 Vert.R= -223.9 # Hor.R= 55.80 Brg.# 2 Vert.R= -35.9 # Hor.R= 0.0# [MWFRS ASCE Perp/R++1[00 24,00][DE 1.60)[NM 1) Repetitive Factors Used: Yes -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.91[ 080 -10 PLF @ 10.0 to -10 @ 15.0 R [y=11.611100%1 -27 PLF @ 2.0 to -27 @ 7.0 L [y=12.9][100%] 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9][ 0%] -10 PLF @ 15.0 to -10 @ 17.0 R (y=11.11[100%] 36 PLF @ 17.0 to 36 @ 18.8 R [y==10.7](100%] 10 PLF @ 7.0 to 10 @ 10,0 [y=15.91[ 0%] -10 PLF @ 7.0 to -10 @ 8.5 [y=12.9][100%] -12 PLF @ 0.0 to -12 @ 9.9 [y=10.51(100%1 10 PLF @ 10.0 to 10 @ 17.0 [y=15.9][ 081 10 PLF @ 17.0 to 10 @ 18.8 (y==15.9][ 0%0 -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.61[100%1 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 0%] -12 PLF @ 9.9 to -12 @ 17.0 y=10.5 1008] -10 PLF @ 8.5 to -10 @ 10.0 (y=12.91(100%1 Brg.# 1 Vert.R= -142.1 # Hor.R= 56.40 B g.# 2 Vert.R= 47.4 # Hor.R= 0.09 [MWFRS ASCE Perp/R+-)[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1)(100%1 10 PLF @ -1.8 to 10 @ 0.0 (y=15.911 0%] -10 PLF @ 10.0 to -10 @ 15.0 R [y=11.61[1008] -27 PLF @ 2.0 to -27 @ 7.0 L [y=12.9][100%] 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9]1 0%] - 10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1][100%] 36 PLF @ 17.0 to 36 @ 18.8 R [y=10.7](100%] 10 PLF @ 7.0 to 10 @ 10.0 [y=15.91[ 0%] -10 PLF @ 7.0 to -10 @ 8.5 [y=12.9][100%1 12 PLF @ 0.0 to 12 @ 9.9 [y=10.5111008] 10 PLF @ 17.0 to 10 @ 18.8 [y=15.91( 0%] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.611100%1 10 PLF @ 0.0 to 10 @ 17.0 (y= 5.1]( 09] 12 PLF @ 9.9 to 12 @ 17.0 [y=10.5][100%1 -10 PLF @ 8.5 to -10 @ 10.0 `y=12.91[1008] Brg.# 1 Vert.R= 62.1 # Hor.R= 56.4# Brg.# 2 Vert.R= 251.5 # Hor.R= -0.00 (MWFRS ASCE Perp/R-+][0C 24 001[DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1](100%] 10 PLF @ -1.8 to 10 @ 0.0 [yg=15.9][ 08] -43 PLF @ 10.0 to -43 @ 15.0 R [y=11.61[100%] -27 PLF @ 2.0 to -27 @ 7.0 L [y=12.9] 100%1 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9][ 081 - 43 PLF @ 15.0 to -43 @ 17.0 R (y=11.1][1008) -89 PLF @ 17.0 to -89 @ 18.8 R [y=10.71[100%1 10 PLF @ 7.0 to 10@10.0 [y=15.9][ 081 -52 PLF @ 7.0 to -52 @ 8.5 [y=12.91[1001] -12 PLF @ 0.0 to -12 @ 9.9 [y=10.5][100%1 10 PLF @ 10.0 to 10 @ 17.0 [y=15.9][ 0%] 10 PLF @ 17.0 to 10 @ 18.8 [y=15.9]( 08] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1008] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1]] 09] -12 PLF @ 9.9 to -12 @ 17.0 (y=10.5][10081 - 52 PLF @ 8.5 to -52 @ 10.0 [y=12.9](1008] Brg.# 1 Vert.R= -240.1 # Hor.R= -55.80 Brg.# 2 Vert.R= -428.1 # Hor.R= -0.00 (MWFRS ASCE Perp/R--][0C 24.00][DF 1 60][NM 1) Repetitive Factors Used: Yes - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1)(100%1 10 PLF @ -1.8 to 10 @ 0.0 (y=15.91( 0%] -43 PLF @ 10.0 to -43 @ 15.0 R [y=11.61[100%) -27 PLF @ 2.0 to -27 @ 7.0 L [y=12.9](100%] 10 PLF @ 0.0 to 10 @ 7.0 ]y=15.9]] 081 -43 PLF @ 15.0 to -43 @ 17.0 R [y-11.11[1008] -89 PLF @ 17.0 to -89 @ 18.8 R I[y=10,711f[100%11 10 PLF @ 7.0 to 10 @ 10.0 (y=15.9][ 08] -52 PLF @ 7.0 to -52 @ 8.5 [y=12.91[100%1 12 PLF @ 0.0 to 12 @ 9.9 (y=10.5][100%] 10 PLF @ 10.0 to 10 @ 17.0 (y=15.9]( 081j 10 PLF @ 17.0 to 10 @ 18.8 [y=15.9][ 0%1 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%) 10 PLF @ 0.0 to 10 @ 17.0 (y= 5.111 081 12 PLF 0 9.9 to 12 @ 17.0 (y=10.5)[10081 -52 PLF @ 8.5 to -52 @ 10.0 ]y-12.9]]100%) Brg.# 1 Vert.R= -35.9 # Hor.R= -55.8# Brg.# 2 Vert.R= -223.9 # Hor.R= -0.08 [MWFRS ASCE Part++1[OC 24,00](DF 1.60][NM 1] Repetitive Factors Used: Yes - 10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1008] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.9][ 081 - 10 PLF @ 10.0 to -10 @ 15.0 R [y=11.61[100%1 -10 PLF @ 2.0 to -10 @ 7.0 L [y=12.9](100%] 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9]( 08 -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1][100%) -10 PLF @ 17.0 to -10 @ 18.8 R [y=10.7](100%] 10 PLF @ 7.0 to 10 @ 10.0 [p=15.9]] 0%] -10 PLF @ 7.0 to -10 @ 8.5 ly=12.91[1008] -12 PLF @ 0.0 to -12 @ 9.9 [y=10.5][1008] 10 PLF @ 10.0 to 10 @ 17.0 [y=15.9]1 08] 10 PLF @ 17.0 to 10 @ 18.8 [y=15.9][ 081 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6)(100%1 10 PLF @ 0.0 to 10@17.0[0=5.1][ 0%] - 12 PLF @ 9.9 to -12 @ 17.0 (y=10.5][100%) -10 PLF @ 8.5 to -10 @ 10.0 [y=12.9][100%] Brg.# 1 Vert.R= -18.3 # Hor.R= 0.0# Brg.# 2 Vert.R= -18.3 # Hor,R= 0.00 [MRS ASCE Parl+-1[0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 10 F @ -1.8 to -10 yy- 10PLF@-1.8to10@@ 0.00 [y15.91[1]0%1 -10 PLF @ 10.0 to -10 @ 15.0 R [y=11.6][100%] -10 PLF @ 2.0 to -10 @ 7.0 L y=12.91[100%] 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9][ 081 -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1][1008] -10 PLF @ 17.0 to -10 @ 18.8 R [y=10.7](100%] 10 PLF @ 7.0 to 10 @ 10.0 [y=15.91( 08] -1120PLFF@@ 0.00 too 120@@ 9.9 [y=10.51(100%1 10 PLF @ 10.0 to 10 @ 17.0 [y=15.91[ 081 10 PLF @ 17.0 to 10 @ 18.8 [y=15.91[ 081 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[100%1 10 PLF @ 0.0 to 10@17.0 [y=5.1][ 08] 12 PLF @ 9.9 to 12 @ 17.0 [y=10.5][100%1 -10 PLF @ 8.5 to -10 @ 10.0 [y=12.9]]100%] Brg.# 1 Vert.R= 185.9 # Hor.R= 0.04 Brg.# 2 Vert,R= 185.9 # Hor.R= -0.08 [MWFRS ASCE Par1-+][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes - 52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1](100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.9][ 0%] -52 PLF @ 10.0 to -52 @ 15.0 12 [y=11.611100%1 -52 PLF @ 2.0 to -52 @ 7.0 L [y=12.91[100%1 10 PLF @ 0.0 to 10 @ 7.0 [y=15.9][ 08 -52 PLF @ 15.0 to -52 @ 17.0 R [y=11.1][100%1 -52 PLF @ 17.0 to -52 @ 18.8 R [y=10.71[100%) 10 PLF @ 7.0 to 10 @ 10.0 [y=15.91( 08) - 52 PLF @ 7.0 to -52 @ 8.5 [y=12.9][1008] - 12 PLF @ 0.0 to -12 @ 9.9 (y=10.5][100%] 10 PLF @ 10.0 to 10 @ 17.0 [y=15.9][ 0%1 10 PLF @ 17.0 to 10 @ 18.8 [y==15.91[ 08 -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.61[100%1 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.11[ 08] - 12 PLF @ 9.9 to -12 @ 17.0 [y=10.5[]100%] -52 PLF @ 8.5 to -52 @ 10.0 ((y=12.91[100%] Brg.# 1 Vert,R= -443.4 # Hor.R= 0.0# Brg.# 2 Vert.R= _ -443.4 # Hor.R= 0.0# [MWFRS ASCE Parl--](OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.11[100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=15.911 0%] - 52 PLF @ 10.0 to -52 @ 15.0 R [y=11.61[100%1 -52 PLF @ 2.0 to -52 @ 7.0 L [y=12.91[100%1 10 PLF @ 0.0 to 10 @ 7.0 [y=15.91( 0%] -52 PLF @ 15.0 to -52 @ 17.0 R [y=11.11(100%] -52 PLF @ 17.0 to -52 @ 18.8 R [y=10.71[100%1 10 PLF @ 7.0 to 10 @ 10.0 [y=15.911 0%] - 5122PLFF@@ 0.00 too 122@@ 9.9 [y=10.51[100%1 10 PLF @ 10.0 to 10 @ 17.0 [y=15.91[ 0%] 10 PLF @ 17.0 to 10 @ 18.8 [y=15.911 0%0 -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.61[100%1 10 PLF @ 0.0 to 10 @ 17.0 (y= 5.11[ 081 12 PLF @ 9.9 to 12 @ 17.0 y=10.51[100%1 -52 PLF @ 8.5 to -52 @ 10.0 [y=12.9][100%] Brg.# 1 Vert.R= -239.3 # Hor.R= 0.0# Brg.# 2 Vert.R= -239.3 # Hor.R= -0_0# [MWFRS ASCE PrpD/L+-1[10C 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11(100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.9]( 0%1 -27 PLF @ 10.0 to -27 @ 15.0 R [y=11.611100%1 -10 PLF @ 2.0 to -10 @ 7.0 L [y=12.91[100%1 31 PLF @ 0.0 to 31 @ 7.0 [y=15.911 081 -27 PLF @ 15.0 to -27 @ 17.0 Ry=11.1 [1008] -27 PLF @ 17.0 to -27 @ 18.8 R [y=10.7(110081 30 PLF @ 7.0 to 30 @ 10.0 [y=15.91[ 081 -10 PLF @ 7.0 to -10 @ 8.5 `y=12.91[100%] 12 PLF @ 0.0 to 12 @ 9.9 [y=10.51[100%1 31 PLF @ 10.0 to 31 @ 17.0 [y=15.9]1 0%1 31 PLF @ 17.0 to 31 @ 18.8 [y=15.911 0%1 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6)(100%1 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.11f 08] 12 PLF @ 9.9 to 12 @ 17.0 [y=10.51[100%1 -10 PLF @ 8.5 to -10 @ 10.0 [y=12.91[100%1 Brg.# 1 Vert.R= 546.7 # Hor.R= -56.4# Brg.# 2 Vert.R= 357.2 # Hor.R= -0.04 [MWFRS ASCE PrpD/L--][0C 24.00][DF 1 60][NM 1]'. Repetitive Factors Used: Yes -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1](100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.9]] 08] -27 PLF @ 10.0 to -27 @ 15.0 R [y=11.61[100%] -43 PLF @ 2.0 to -43 @ 7.0 L [y=12.9][1008] 31 PLF @ 0.0 to 31 @ 7.0 [y=15.91[ 08] -27 PLF @ 15.0 to -27 @ 17.0 R [y=11.1][100%] -27 PLF @ 17,0 to -27 @ 18.8 R [y=10.7)(100%1 30 PLF @ 7.0 to 30 @ 10.0 [y=15.911 0%] -52 PLF @ 7.0 to -52 @ 8.5 (y=12.9][1008] 12 PLF @ 0.0 to 12 @ 9.9 [y=10.51[100%] 31 PLF @ 10.0 to 31 @ 17.0 [y=15.91[ 08] 31 PLF @ 17.0 to 31 @ 18.8 [y=15.9]1 08] -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][100%] • 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.11[ 081 12 PLF @ 9.9 to 12 @ 17.0 [y=10.51[100%] -52 PLF @ 8.5 to -52 @ 10.0 [y=12.91(100%1 Brg.# 1 Vert,R= 71.2 # Hor.R= 55.80 Brg.# 2 Vert.R= 259.2 # Hor.R= -0.04 [MWFRS ASCE PrpD/R+-][0C 24.00][DF 1 60][NM 1] Repetitive Factors Used: Yes -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=15.91( 081 -10 PLF @ 10.0 to -10 @ 15.0 R [y=11.6][1008] -27 PLF @ 2.0 to -27 @ 7.0 L [y=12.9][1008] 31 PLF @ 0.0 to 31 @ 7.0 [y=15.9][ 08] -10 PLF @ 15.0 to -10 @ 7.0 R [y=11.1][100%] 36 PLF @ 17.0 to 36 @ 1;4,i64014.71[100%1 30 PLF i} 7.0 be 30 @ 1040 [ =15.9] [ 08] -10 Pill 7.e td• -10 @ 8.5 [y=12.91(10081 12 PLF @ 4DZO to. 12 @ ii?Ly 1_s5](100%1 31 PLF 6i0.0•tv•31@1 0 y& ,'9]1 081 31 PLF @ 17.0•to 31 @ 18.8 1y=15.9][ 08] - 27 PLF11!.Etd• -27 @ 2.0 L•[=11.6J[10LL•••: 20 PLF @ ,O•D•tG 20 @ [y=4.111 08] • • 12 PLF [b 9.9 to• 12 @ 110 =10,6][10081 - 10 PLF @•10.,lo -10 @ 18.0 1!42.91[1D0%j••••• Brg.9 1yia.g.•357.2 88 i R= •56.4# ' • Brg.# 2 Veri.AR= •546.7 # Hor.P• 41-0.0# • • • [MWFRS 4§C,E P /, --][00 24.001jDF 1.601(1/41M 1] •• Repetit4VTT T '6t; Used: Yes • -27 PLF -1.8 td -27 @ 40.0 L [y=11.1][1008}®•.4 @ • 31 PLF @ -1.8 tp 31 @ •l41][ 08 -43 PLF 10. '[g, -43 @ 15.0 R [y=11,61[10 j.•••: -27 PLF-64. 5 t04 -27 @ 7.I.=12.9][10 r • 3931400 PLF 0 0.0 to 31 @ 7S0 15 1[ 08• 43 PLF @ 15.0 to -43 @ 17!0•R [y�11.1[[100%] - 89 PLF @ 17.0 to -89 @ 18.8 R 1y=10.71[100%1 30 PLF @ 7.0 to 30 @ 10.0 [y=15.91( 081 -52 PLF @ 7.0 to -52 @ 8.5 [y=12.9][100%] 12 PLF @ 0.0 to 12 @ 9.9 [y=10.5][100%] 31 PLF @ 10.0 to 31 @ 17.0 [yy=15.9][ 0%1 3-27POLF@0110.0tto -270018280(1 [Y=11(6][100%] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1][ 08] 12 PLF 0 9.9 to 12 - 52 PLF @ 8.5 to -528017100.0[17;12125.191115100611 Brg.# 1 Vert.R= 259.2 # Hor.R= -55.80 Brg.# 2 Vert.R= 71.2 # Hor.R= _0_00 [MWFRS ASCE Pr1D+-](0C 24.001[DF 1.601[NM 1] Repetitive Factors Used: Yes - 10 PLF @ -1.8 to -10 @ 0.0 L [y=11 11[100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=15.91 0%] -10 PLF @ 10.0 to -10 @ 15.0 R [y=11 6][100%1 -10 PLF @ 2.0 to -10 @ 7.0 L [y=12.91(100%1 31 PLF @ 0.0 to 31 @ 7.0 [y=15.91 081 - 10 PLF @ 15.0 to -10 @ 17.0 R ly=11 1][100%1 - 10 PLF @ 17.0 to -10 @ 18.8 R [y=10 7][100%1: 30 PLF @ 7.0 to 30 @ 10.0 [y=15.9] 081 -10 PLF @ 7.0 to -10 @ 8.5 [y=12.9 (1008] 12 PLF @ 0.0 to 12 @ 9.9 [y=10.5 10081 31 PLF @ 10.0 to 31 @ 17.0 ly=15.9 08] 31 PLF @ 17.0 to 31 @ 18.8 [y=15.9 08] -10 PLF @ 0.0 to -10 @ 2.0 L [y=1 6][100%1 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1 001 -• 12 PLF @ 9.9 to 12 @ 17.0 [y=10.5 100i] - 10 PLF @ 8.5 to -10 @ 10.0 [y=12.9][100%] Brg.# 1 Vert.R= 481.1 # Hor.R= 0.0# Brg.# 2 Vert.R= 481.1 # Hor.R= -0.0# [MWFRS ASCE PrD1--] Repetitive Factors -52 PLF @ -1.8 to 31 PLF @ -1.8 to - 52 PLF @ 10.0 to -52 PLF @ 2.0 to 31 PLF @ 0.0 to - 52 PLF @ 15.0 to - 52 PLF @ 17.0 to 30 PLF @ 7.0 to -52 PLF @ 7.0 to 12 PLF @ 0.0 to 31 PLF @ 10.0 to 31 PLF 4 17.0 to - 52 PLF @ 0.0 to 20 PLF @ 0.0 to 12 PLF @ 9.9 to -52 PLF @ 8.5 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= [0C 24.00][DF 1.60][NM 11 Used: Yes - 52 @ 0.0 L [y=11.1][100%] [pp=15.9][ 08] - 52 @ 15.0 R [y=11.6][100%] - 52 @ 7.0 L [y=12.91[1008] 31 @ 7.0 (9=15.91( 08] - 52 @ 17.0 R [y=11.11(1008] -52 @ 18.8 R [y--10.7111000] 30 @ 10.0 [y=15.9]1 08] -52 @ 8.5 [y=12.9](100%] 12 @ 9.9 [y=10.5][1008] 31 @ 17.0 [y=15.9]1 081 31 @ 18.8 [y=15.9][ 08] -52 @ 2.0 L [y=11.6](1008] 20 @ 17.0 [y= 5.1][ 0%1 12 @ 17.0 ([y=10.5][100%] -52 @ 10.0 [y=12.9][1008] 55.9 # Hor.R= 0.0# 55.9 # Hor.R= 0.0# [CSC ASCE Wind Lt -+][0C 24.00][DF 1.60](NM 1] Repetit_ve Factors Used: Yes - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[100%1 10 PLF @ -1.8 to 10 @ 0.0 (y=15.91[ 0%] -82 PLF @ 10.0 to -82 @ 13.0 R (y-12.11[100%] 10 PLF @ 0.0 to 10 @ 1.2 [y=15.9]] 08] - 54 PLF @ 1.2 to -54 @ 2.0 L [y=11.6][1000] - 54 PLF @ 13.0 to -54 @ 15.0 R [y=11.61[100%] 10 PLF @ 1.2 to 10 @ 7.0 [y=15.9][ 08] -82 PLF @ 0.0 to -82 @ 1.2 L [y=11.4][100%] 10 PLF @ 7.0 to 10 0 10.0 (y=15.911 03] -54 PLF @ 15.0 to -54 @ 18.8 R [y=10.7][1004) 10 PLF 4 10.0 to 10 -12 PLF @ 0.0 to -124013e9[1;1109.151(100011 = -54 PLF @ 2.0 to -54 0 7.0 L ][yy=-12.9][[100%[ 10 PLF @ 13.0 to 10018.8 [y 15.9][ 68] -12 PLF @ 9.9 to -12 @ 17.0 (y=10.5][1008] 10 PLF @ 0.0 to 117001100.0f1;=1211(18101] 0 0 17.0 [y-= 5.1 [ 08 -77 PLF @ 7.0 to 77 @ 10.0 1Y 12.](100] [C&C ASCE Wind Rt -+][00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 82 PLF @ 4.0 to -82 @ 7.0 L [y-12.9][100%] -54 PLF @ 15.0 to -54 @ 15.8 R ([y=11.411[1000] 10 PLF 4 -1.8 to 10 @ 4.0 (y=15.9]1 08] -82 PLF @ 15.8 to -82 @ 17.0 0 [yy=-11.1]11008] 10 PLF @ 4.0 to 10 @ 7.0 [y=15.911 0%1 -54 PLF @ -1.8 to -54 @ 2.0 L (y=11.61[1000] 10 PLF @ 7.0 to 10 @ 10.0 (y=15.91( 0%) -149 PLF @ 17.0 to -149 @ 18.8 R (y=10.7][1008] - 77 PLF @ 7.0 to -77 @ 10.0 (y=12.9[]1000[ 10 PLF @ 10.0 to 10 @ 15.8 (y=15.911 08] -12 PLF @ 0.0 to -12 @ 9.9 [y=10.51[100%] 10 PLF @ 15.8 to 10 @ 17.0 [y=15.91[ 00] -54 PLF @ 2.0 to -54 @ 4.0 L [y=12.1[[100%] 10 PLF @ 17.0 to 10 @ 18.8 [y-=15.91[ 001 -12 PLF @ 9.9 to -12 @ 17.0 `y=10.51[100%] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.11[ 08] -54 PLF @ 10.0 to -54 @ 15.0 R [y=11.61[1008] [CSC ASCE Wind Lt --][OC 24.00][DF 1.60)[NM 1] Repetitive Factors Used: Yes -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[100%1 10 PLF (0 -1.8 to 10 @ 0.0 (y=15.9[[ 0%1 -82 PLF @ 10.0 to -82 @ 13.0 R [y=12.1](100%1 10 PLF 4 0.0 to 10 @ 1.2 [y=15.91[ 08] -54 PLF @ 1.2 to -54 @ 2.0 L [y=11.6][100%] -54 PLF @ 13.0 to -54 @ 15.0 R [y-11.61[1008] 10 PLF @ 1.2 to 10 @ 7.0 [y=15.9]1 0%1 -82 PLF @ 0.0 to -82 @ 1.2 L (y=11.41[1000] 10 PLF @ 7.0 to 10 @ 10.0 [y=15.911 04] - 54 PLF @ 15.0 to -54 @ 18.8 R [y=10.7][1008] 10 PLF @ 10.0 to 10 @ 13.0 [y-15.91( 08] 12 PLF 4 0.0 to 12 @ 9.9 [y=10.5][100%] -54 PLF @ 2.0 to -54 @ 7.0 L [y=12.9][1003] 10 PLF @ 13.0 to 10 @ 18.8 y=15.9][ 0%1 12 PLF @ 9.9 to 12 @ 17.0 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 0%] -77 PLF @ 7.0 to -77 @ 10.0 ly=12.9](1008] [C&C ASCE Wind Rt --][0C 24.00][DF 1,60][NM 1] Repetitive Factors Used: Yes -82 PLF @ 4.0 to -82 @ 7.0 L [y=12.9][100%] -54 PLF @ 15.0 to -54 @ 15.8 R [y=11.4][1000] 10 PLF @ -1.8 to 10 @ 4.0 [y=15.9]1 0%] -82 PLF @ 15.8 to -82 @ 17.0 R [y=11.1][100%] 10 PLF @ 4.0 to 10 @ 7.0 [y=15.9]1 0%] -54 PLF @ -1.8 to -54 @ 2.0 L [y=11.6](100%] 10 PLF @ 7.0 to 10 @ 10.0 [y=15.9][ 081 -149 PLF @ 17.0 to -149 @ 18.8 R [y=10.7][1008] - 77 PLF @ 7.0 to -77 @ 10.0 (y=12.9][1008] 10 PLF @ 10.0 to 10 @ 15.8 [y=15.9][ 08] 12 PLF @ 0.0 to 12 @ 9.9 [y=10.5][1008] 10 PLF @ 15.8 to 10 @ 17.0 [y=15.9]1 08] -54 PLF @ 2.0 to -54 @ 4.0 L [y=12.111100%] 10 PLF @ 17.0 to 10 @ 18.8 (y=15.9]1 00] 12 PLF @ 9.9 to 12 @ 17.0 [y=10.5][1008] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1]( 08] _54 PLF @ 10_0 to -54 @ 15.0 R (y=11_6][1000] [CSC ASCE Wind Lt--D]]OC 24.00][DF 1.60][0M 1] Repetitive Factors Used: Yes - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1](1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.9]1 08] -82 PLF @ 10.0 to -82 @ 13.0 R [yy=12.11(1008] 31 PLF @ 0.0 to 31 @ 1.2 (y=15.911 081 -54 PLF @ 1.2 to -54 @ 2.0 L [y=11.6][1008] -54 PLF @ 13.0 to -54 @ 15.0 R [y=11.6][100%] 31 PLF @ 1.2 to 31 @ 7.0 [y=15.9][ 0%1 -82 PLF @ 0.0 to -82 @ 1.2 L [y=11.4][1008] 30 PLF @ 7.0 to 30 @ 10.0 (y=15.911 08] - 54 PLF @ 15.0 to -54 @ 18.8 R (y=10.7](100%] 31 PLF @ 10.0 to 31 @ 13.0 [y=15.9]1 0%] 12 PLF @ 0.0 to 12 @ 9.9 [y=10.5][1008] - 54 PLF @ 2.0 to -54 @ 7.0 L [g=12.91[1008] 31 PLF @ 13.0 to 31 @ 18.8 1y=15.9][ 0%1 12 PLF @ 9.9 to 12 @ 17.0 [y=10.51[10081 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.11[ 08] -77 PLF @ 7.0 to -77 @ 10.0 [y=12.9][1008] [CSC ASCE Wind Rt--D](0C 24.00][DF 1.601(NM 1] Repetitive Factors Used: Yes -82 PLF @ 4.0 to -82 @ 7.0 L [y=12.9][1008] -54 PLF @ 15.0 to -54 @ 15.8 R [y=11.41[10081 31 PLF @ -1.8 to 31 @ 4.0 (y==15.91[ 08 -82 PLF @ 15.8 to -82 @ 17.0 R [y=11.1][100%] 31 PLF @ 4.0 to 31 @ 7.0 [y=15.9]1 08] - 54 PLF @ -1.8 to -54 @ 2.0 L [yy=-11.6][100%] 30 PLF @ 7.0 to 30 @ 10.0 (y=15.91( 0%1 - 149 PLF @ 17.0 to -149 @ 18.8 R [y=10.71(10081 -77 PLF @ 7.0 to -77 @ 10.0 [y=12.9][1008] 31 PLF @10.0 to 31@15.8 [y=15.9]1 0%] 12 PLF @ 0.0 to 12 @ 9.9 (y=10.5]]100%1 31 PLF @ 15.8 to 31 @ 17,0 [y=15.9]( 081 -54 PLF @ 2.0 to -54 @ 4.0 L [y=12.1][1008] 31 PLF @ 17.0 to 31 @ 18.8 [y=15.911 0%] 12 PLF @ 9.9 to 12 @ 17.0 [y=10.51(1008] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.111 0%1 -54 PLF @ 10.0 to -54 @ 15.0 R [y=11.61[10081 • • • • • • • • •• • •• • • • • •••••• • •• • • • • • • • ••••• •• • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • • • • • • • • • • • • Job:(16124N) / A3 Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS :T2 2x4 SP #1 Dense: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 1 01 8'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 175 mph wind, 15,00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live Toad. Deflection meets L/360 live and 1J240 total load. Creep increase factor for dead load is 1.50. • • 1'8" —.I R=1108# U=445# RL=63/-62# W=8" (Rigid Surface) LEFT RAKE = 1'810 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3636 PARK CTNTINL BLVD. POMPANO BEACH, FL 33064 DESIGN CRIT=FBC2014RES/TPI.2007 FTIRT=20%(0%)/ 1(0) QTY= 9 TOTAL= 9 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating, hanging, s dppoig, installing and bracing. Refer to and follow the steel edition of SCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prim to performing (hese functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shell have properly attached structural sheathing end bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shell have bracing installed per SCSI sections B3,137 or 510, es applicable. Apply Wates to each face of truss and position as shown above and on the Joim Details, unless noted otherwise. Refer to drawings 1SOA-2 for standard plate positions. riw Building Components Group Inc. shall not be responsible for any deviation from this drawing. anyto the truss 0 conformance with ANSINRI 1. or for handling. shipping. installation �� A and on this drsw5n2 or mar pegs Stang Ns &twiny, Indloetes roeeptenes of ptofsulonst enpinearins responsib5ly Piety for the daipn shown. The suMbIilty and use of Rio dreoArg for any struchne Is the roeponsmmty of the Bufding Deeper par ANSIfrPI 1 Sac.2. For more information see Ws Job'" general notes page and these web sees: ITWBCG: wnw.Rwbcg.com; TPI: www.Ipi st.org; WTCA wuwa.abwndustrycorn; ICC: www.iccsefeerg fa.-- 1'8" —H R=1108# U=443# W=8" (Rigid Surface) • •• • • • • • •• • •• • • • • • •• ••• • • • 10'6" • • •••• • • • •• • RIGHT RAKE = 1'8"10 -71 SEQ = 489138 REV. 15.01.01 C.0610.23 SCALE =0.3750 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF • • • • •• • •• • • • • DATE 12-22-2016 DRWG O/A LEN. 17 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE COMN [ALPINE[[FBC2014Res/TPI-2007[[A3[[161245/]] [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25][0C 24.0][NM 1][SOFFIT 2.0] =Bea=ings==[X-Loc][React][Min Size Req]== [ 0.00:1 1108][ 63h][0.13] [16.3311 11081[0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.06 0.06 25 8 SP SS 4- 6 913 -1944 0.01 0.07 0.08 3 8 SP SS 8-10 916 -1901 0.04 0.27 0.31 1 4 SP 41 Dense 10-13 786 -1599 0.01 0.22 0.23 4 4 SP 01 Dense 11-17 787 -1599 0.01 0.22 0.23 5 4 SP 01 Dense 17-20 914 -1901 0.04 0.27 0.31 1 4 SP 41 Dense 19-23 911 -1944 0.01 0.07 0.08 6 8 SP SS 26-27 40 0 0.00 0.06 0.06 26 8 SP SS 5- 9 1782 -773 0.40 0.10 0.49 3 4 SP #2 N 9-15 1790 -771 0.27 0.41 0.68 2 4 SP #2 N 16-18 1790 -800 0.27 0.41 0.68 2 4 SP #2 N 18-22 1782 -801 0.40 0.10 0.49 6 4 SP 42 N 2- 3 675 -974 == Plate Member =-_- PLATE MEMBER 2- 4 913 -1963 0.01 0.07 0.08 3 8 SP SS 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 4- 5 49 -94 -_-= Plate Member =-=- PLATE MEMBER 3- 5 1801 -781 0.42 0.08 0.50 1 4 SP #2 N 24-25 675 -974 -_-= Plate Member =-=- PLATE MEMBER 23-24 910 -1963 0.01 0.07 0.08 6 8 SP SS 24-26 207 -109 -=-=Fictious Member=-=- SP SS 22-23 48 -93 -=-= Plate Member =-_- PLATE MEMBER 22-25 1801 -809 0.42 0.08 0.50 1 4 SP 42 N 6- 7 907 -1901 -=-=Fictious Member= =- SP SS 7- 8 907 -1898 -=-=Fictious Member=-=- SP 01 Dense 12-13 1553 -786 -=-=Fictious Member=-=- SP #1 Dense 11-12 1553 -787 -=-=Fictious Member- -- SP 01 Dense 20-21 905 -1898 -=-=Fictious Member=-=- SP 01 Dense 19-21 1900 -905 -=-=Fictious Member=-=- SP SS 14-15 771 -1790 -=-=Fictious Member=-=- SP #2 N 14-16 1790 -800 -=-=Fictious Member=-=- SP #2 N EndPts MaxTen MaxComp 7- 9 143 -21 10-14 260 -387 12-14 676 -288 14-17 258 -387 18-21 142 -21 Node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 X -Loc -1.74 0.00 0.15 0.15 0.92 0.99 2.00 2.00 2.00 2.15 6.44 8.50 8.50 8.50 8.50 8.50 8.50 10.56 14.85 15.00 15.00 15.00 16.01 16.08 16.85 16.85 17.00 18.74 AXL GLC S Grade 0.09 4 4 SP 03 0.26. 1 4 SP 63 0.05 2 4 SP 03 Length Brace 7.77 30.35 26.39 30.33 7,77 Length 21.52 13.65 55.16 25.49 25.44 55.20 13.65 21.52 13.86 76.25 76.25 13.86 0.50 10.12 2.19 5.34 10.17 0.50 10.12 2.19 5.34 10.17 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Pitch 3.00 3.89 3.22 3.00 -3.00 -3.22 -3.89 -3.00 -0.00 -0.00 -0.00 -0.00 - Vert- 5.28 -9.07 -71.89 -0.82 -Vert- -5.28 9.07 71.89 0.82 -Vert- -Vert- -Vert- -Vert- -Vert- -Vert- - Vert- -Vert- [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 y-16.3]] 01] 31 PLF @ 2.0 to 31 @ 8.5 y-16.3]] 01] Brace 31 PLF @ 8.5 to 31 @ 15.0 y=16.3)[ 09] Plywd 31 PLF @ 15.0 to 31 @ 18.8 y=16.31[ 01] Plywd 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1][ 0%] Plywd 4 PLF @ 17.0 to 4 @ 18.8 y= 5.111 00] Plywd 60 PLF @ -1.8 to 60 @ 2.0 y=16.3][100%) Plywd 60 PLF @ 2.0 to 60 @ 8.5 y=16.3][1001) Plywd 60 PLF @ 8.5 to 60 @ 15.0 y=16.3][1001] Plywd 60 PLF @ 15.0 to 60 @ 18.8 [y=16.3][10011] Plywd 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1] [ 0%] Diaph Brg.# 1 Vert.R= 1108.2 # Hor.R= 0.04 Diaph Brg.# 2 Vert.R= 1108.2 # Hor.R= -0.0# Diaph =--__-__ _-_--= -------------------------- Diaph [FBC pass #2][0C 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes Plywd 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3 ( 001 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3 I 0%] 31 PLF @ 8.5 to 31 @ 15.0 [y=16.3]( 01] Diaph 31 PLF @ 15.0 to 31 @ 18.8 [y=16.3 [ 01] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 01] Plywd 4 PLF @ 17.0 to 4 @ 18.8 [y= 5.1 01] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1 0%1 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1 1008] Diaph Brg.# 1 Vert.R= 663.8 # Hor.R= 0 0# Brg_# 2 Vert_R= 663.8 # Hor.R= _ 0 0# Y -Loc Plate Cq JSI Method deflY(L) def1Y(T) dxL dxT 10.42 0.01 L/999 0.02 L/999 0.00 0.00 10.86 10.75 10.70 304(A1) 0.80 0.81 0.00 1/999 0.00 1/999 0.00 0.00 11.08 0.01 1/999 0.05 1/999 0.01 0.02 10.65 0.02 L/999 0.05 L/999 0.00 0.00 11.44 408(0) 0.80 0.82 N 0.04 L/999 0.12 L/999 0.01 0.04 11.44 ----- ----- 11.44 ----- ----- 10.65 1.554 0.80 0.38 N 0.04 L/999 0.13 L/999 0.00 0.01 12.63 1.554 0.80 0.34 N 0.07 L/999 0.17 L/999 0.02 0.04 13.14 4X5 0.80 0.57 N 0.07 1/999 0.16 L/999 0.01 0.03 13.14 ----- ----- 13.14 ----- ----- 10.65 5X6 0.80 0.61 N 0.07 L/999 0.17 L/999 0.01 0.03 10.65 10.65 ---- ----- 12.63 1.554 0.80 0.34 N 0.07 L/999 10.65 1.5X4 0.80 0.38 N 0.04 L/999 11.44 458(8) 0.80 0.82 N 0.04 L/999 11.44 ---- ---- 0.02 ------- 0.02 L/999 11.08 0.01 1/999 10.75 ---- ----- 10.70 3X4)A1) 0.80 0.81 0.00 L/999 10.86 ---- ---- 10.92 0.01 L/999 [Partial Unbal. Lt][OC 24 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 8.5 to 31 @ 31 PLF @ 15.0 to 31 @ 4 PLF @ -1.8 to 4 @ 4 PLF @ 17.0 to 4 @ 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.3 to 60 @ 60 PLF @ 8.5 to 60 @ 60 PLF @ 15.0 to 60 @ 20 PLF @ 0.0 to 20 @ Brg.# 1 Vert.R= 979.0 # Brg.# 2 Vert.R= 1100.0 # .00][DF 1.25]]NM 1] Yes 2.0 y=16.3[[ 01] 8.5 y=16.3 [ 011 15.0 y=16.3 j[ 0%1 18.8 y=16.3 [ 0%] 18.8 y=-- 5.1 [ 0%] 0.0 y=16.3 [10011j 8.5 y-16.3 1100%1 15.0 y=16.3100%1 18.8 y=16.3 [100%] 17.0 y= 5.1 [ 0%] Hor.R= 0.00 Hor.R= _0_00 [Partial Unbal. Rt][0C 24 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 8.5 to 31 @ 31 PLF @ 15.0 to 31 @ 4 PLF @ -1.8 to 4 @ 4 PLF @ 17.0 to 4 @ 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.0 to 60 @ 60 PLF @ 17.0 to 60 @ 20 PLF @ 0.0 to 20 @ Brg.# 1 Vert.R= 908.4 # Brg.# 2 Vert.R= 666.3 # .00)1DF 1.25] [NM 1] Yes 2.0 [ y=16.3 [ 0%1 8.5 y=16.3 [ Oil 15.0 [y=16.3 [ 09] 18.8 [y=16.3 ( 01] 0.0 y= 5.1 [ 01] 18.8 [y= 5.1] 01] 2.0 [y=16.3][1006] 6.3 (y=16.3 [1001] 18.8 (y=16.3 [1001] 17.0 ]y= 5.1 [ 01] Hor.R= 0 00 Hor.R= -0 00 - [Partial Unbal. Lt1]10C 24.001[DF 1.25[[NM 1 0- .17 L/999 0.01 0.03 Repetitive Factors Used: Yes 0.13 L/999 0.02 0.05 31 PLF @ -1.8 to 31 @ 2.0 y=16.301 0.12 L/999 0.02 0.04 31 PLF @ 2.0 to 31 @ 8.5 y=16.3 [ 01 - ----- ---- 31 PLF @ 8.5 to 31 @ 15.0 y=16.3 [ 01 31 PLF @ 15.0 to 31 @ 18.8 y=16.3 ( 01 0.05 L/999 0.03 0.06 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 ( 00 0.05 L/999 0.02 0.05 4 PLF @ 17.0 to 4 @ 18.8 y= 5.101 60 PLF @ -1.8 to 60 @ 0.0 y=16.3 [100% 0.00 L/999 0.03 0.06 60 PLF @ 10.7 to 60 @ 15.0 y=16.3 11001 60 PLF @ 15.0 to 60 @ 18.8 y=16.3 1100% 0.02 L/999 0.01 0.02 20 PLF @ 0.0 to 20 @ 17.0 y= 5.1 ( 0% Brg.# 1 Vert.R= 666.4 4 Hor.R= 0 00 Brg.# 2 Vert.R= 908.6 # Hor.R= -0 04 [Partial Unbal. Rtl][0C 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 y=16.311 01 31 PLF @ 2.0 to 31 @ 8.5 y=16.311 Oi 31 PLF @ 8.5 to 31 @ 15.0 y=16.311 01 31 PLF @ 15.0 to 31 @ 18.8 y=16.3]1 01 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1]( Oi 4 PLF @ 17.0 to 4 @ 18.8 y= 5.1]( 01 60 PLF @ -1.8 to 60 @ 2.0 y=16.3][1001 60 PLF @ 2.0 to 60 @ 8.5 y=16.3][1001 60 PLF @ 8.5 to 60 @ 14.7 y=16.31[1008 60 PLF @ 17.0 to 60 @ 18.8 y=16.3][1001 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1]1 01 Brg.# 1 Vert.R= 1100.0 # Hor.R= 0.0# Brg.# 2 Vert.R= 979.0 # Hor.R= 0.0# [MWFRS ASCE Perp/L++]]0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.3]( 01 -27 PLF @ 15.0 to -27 @ 17.0 R (y=11.1][1( -27 PLF @ 17.0 to -27 @ 18.8 R [y=10.7][1( 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1](1( -12 PLF @ 0.0 to -12 @ 8.5 1y=10.511100# 10 PLF @ 0.0 to 10 @ 17.0 [y=16.3]1 01 10 PLF @ 17.0 to 10 @ 18.8 (y=16.3][ 04 -10 PLF @ 2.0 to -10 @ 8.5 L ]y=13,3][1( 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.111 01 -12 PLF @ 8.5 to -12 @ 17.0 [y=10.5][1001 -27 PLF @ 8.5 to -27 @ 15.0 R ]y=11.6][1( Brg.# 1 Vert.R= 35.5 # Hor.R= -62.4# Brg.# 2 Vert.R= -154.1 # Hor.R= 0.0# [MWFRS ASCE Perp/L+-[]0C 24.00](DF 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 10 PLF 11 10 @ 0.0 [y=16.31[ 01 • • -27 PLF •15.770 -27 @ 1,7.0•R• •11.1][1( • • • -27 PLF @ 17.0 to -27 @ 18.8 R 10.7)(1( •• • 36 PLF1�1.8to 36 @ 0.0 01014(11.1][1( 12 PLF: R.� 1 12 @ 8.5•[ -.5] [1001 • 10 PLF@ 0. o 10@11.0 y=.3][ 01 10 PLF@ 17.4 to 10 @ 18.8 (y=14.311 0i •••• -10 PLF•@• yy2.0 to -10 @ •8S5•IP 11113.3[]1( • 01 *oleo• 12 PLFo1@ $4i•to 12 @ i•01,61440.51[1001 -27 PLF @ 8.5 to -27 @ 15.0•R (x11.6 [1( • •leerg.# 1 !e!t!i '239.7 If Ro!.1H41-62.4# •• •• Brg.# 2 Vert.R=•.50.0 # io,ii=••op- 0.0# • •[MWFRS ASCE Pltp/L-+110C 24.0011% 1.60][NM •Repetitije Factors Used: •Ygs, • ♦ o -43 PLF•@• i,C•t• -43 @ 2.0 L `y=11.6]11( • • 10 PLFle@ -1.8 to 10 @ 400.0 [y=14.3][ 01 o • • • . -27 PLF 1,14o -27 @O'tf?11.1][1( -27 PLF•@ lV t, -27 @ 18.8 R [y710.71[1( -89 PLF 0+1.8 to -89 @ 0.0 L (y=11.1][1( -12 PLF @ 0.0 to -12 @ 8.5 [y=10.5]11001 10 PLF @ 0.0 to 10 @ 17.0 (y=16.3)1 01 10 PLF @ 17.0 to 10 @ 18.8 ]y=16.3][ 08 -43 PLF @ 2.0 to -43 @ 8.5 L [y=13.3][1( 10 PLF @ 0.0 to 10@17.01y=5.1]] 01 -12 PLF @ 8.5 to -12 @ 17.0 [y=10.5]11001 -27 PLF @ B.5 to -27 @ 15.0 R [y=11.6][1( Brg.# 1 Vert.R= -403.6 # Hor.R= 62.34 Brg.# 2 Vert.R= -213.6 # Hor.R= 0.0# ]MWFRS ASCE Perp/L--][00 24.00][0F 1.60][00 Repetitive Factors Used: Yes -43 PLF @ 0.0 to -43 @ 2.0 L ]y=11.6][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 01 -27 PLF @ 15.0 to -27 @ 17.0 R (y=11.1][1( -27 PLF @ 17.0 to -27 @ 18.8 R [y=10.7][1( -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][1( 12 PLF @ 0.0 to 12 @ 8.5 1y=10.5][1001 10 PLF @ 0.0 to 10 @ 17.0 (y=16.3][ 01 10 PLF @ 17.0 to 10 @ 18.8 (y=16,3)[ 08 -43 PLF @ 2.0 to -43 @ 8.5 L [y=13.3][1( 10 PLF @ 0.0 to 10 @ 17.0 ]y= 5.1]( 08 12 PLF @ 8.5 to 12 @ 17.0 1y=10.5][100( -27 PLF @ 8.5 to -27 @ 15.0 R [y=11.6](1( Brg.# 1 Vert,R= -199.4. # Hor.R= 62.3# Brg.# 2 Vert.R= -9.5 # Hor.R= 0.04 • (MWFRS ASCE Perp/R++][0C 24.00][DF 1.60]]N11 1] Repetitive Factors Used: Yes -2 y [ 107PLFF@@-1.80 too 10 @@ 0.00[y=16.3][6]0%j0%1 -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.11[100%1 36 PLF @ 17.0 to 36 @ 18.8 R [y=10.7][1009] - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1009] - 12 PLF @ 0.0 to -12 @ 8.5 [y=10.5][1009] 10 PLF @ 0.0 to 10 @ 17.0 [y=16.3][ 09] 10 PLF @ 17.0 to 10 @ 18.8 [y=16.3][ 01] -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.311100%1 10 PLF @ 0.0 to 10 @17.0 [y=5.1][ 091 - 12 PLF @ 8.5 to -12 @ 17.0 [y=10.51 100% -10 PLF @ 8.5 to -10 @ 15.0 R [y=11.6]]100%] Brg.# 1 Vert.R= -155.1 # Hor.R= 62.8# Brg.# 2 Vert.R= 35.8 # Hor.R= 0.0# [MWFRS ASCE Perp/R+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6](100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 01] -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1][1009] 36 PLF @ 17.0 to 36 @ 18.8 R (y-10.7)[1009] -27 PLF @ -1.8 to -27 @ 0.0 L ly=11.1][1009] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5]110011 10 PLF @ 0.0 to 10 @ 17.0 y=16.311 091 10 PLF @ 17.0 to 10 @ 18.8 [y=16.3]] 0%1 -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3)[1009] 10 PLF @ 0.0 to 10@17.0 [y=5.1]] 011 12 PLF @ 8.5 to 12 @ 17.0 [y-10.5][1009] -10 PLF @ 8.5 to -10 @ 15.0 R [y=11.61[100%] Brg.# 1 Vert.R= 49.1 0 Hor.R= 62.88 Brg.# 2 Vert.R= 240.0 # Hor.R= -0.00 [MWFRS ASCE Perp/R-+110C 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.61[1009] 10 PLF @ -1.8 to 10 @ 0.0 (y=16.3]1 0%] -43 PLF @ 15.0 to -43 @ 17.0 R (y=11.1](10091 -89 PLF @ 17.0 to -89 @ 18.8 R [y=10.71[1001] -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1[008 -12 PLF @ 0.0 to -12 @ 8.5 [y=10.51[1001] 10 PLF @ 0.0 to 10 @ 17.0 [[y=16.3]( 09] 10 PLF @ 17.0 to 10 @ 18.8 [y=16.311 09] -27 PLF @ 2.0 to -27 @ 8.5 L [yy=-13.3][1009] 10 PLF @ 0.0 to 10@17.0 [y=5.1]] 01] -12 PLF @ 8.5 to .0 Jy=1U.JJLIUU0J -43 PLF @ 8.5 to -43 @ 15.0 R [y=11.61[100%] Brg.# 1 Vert.R= -214.4 # Hor.R= -61.5## Brg.# 2 Vert.R= -402.1 # Hor.R= 0.0# [MWFRS ASCE Perp/R--][0C 24.00][DF 1.60)[NM 1] Repetitive Factors -27 PLF @ 0.0 to 10 PLF @ -1.8 to -43 PLF @ 15.0 to -89 PLF @ 17.0 to - 27 PLF @ -1.8 to 12 PLF @ 0.0 to 10 PLF @ 0.0 to 10 PLF @ 17.0 to - 27 PLF @ 2.0 to 10 PLF @ 0.0 to 12 PLF @ 8.5 to -43 PLF @ 8.5 to Brg.# 1 Vert.R= -10.3 # Hor.R= -61.50 Brg.# 2 Vert.R= -197.9 # Hor.R= 0.00 [MWFRS ASCE Parl++][0C 24.00][DF 1.60][NM 1] Used: Yes - 10 @ 2.0 99 10@0.[y=[y=11.611100%1 6.31161011] - 10 @ 17.0 R [y=11.11[[1008 -10 @ 18.8 R [y=10.7)11001 -10 @ 0.0 L [y=11.1][1008] -12 @ 8.5 [y=10.51[1009] 10 @ 17.0 [y=16.31[ 08] 10 @ 18.8 (y=16.3)[ 09] -10 @ 8.5 L [y=13.31[100%1 10 @ 17.0 [y= 5.1)[ 01] -12 @ 17.0 [y=10.5][1008] - 10 @ 15.0 R [y=11.6)(100%1 Used: Yes - 27 @ 2.0 L [y=11.6][1008] 10 @ 0.0 [y=16.3]( 01) -43 @ 17.0 R (y=11.111100%1 - 89 @ 18.8 R [y=10.7;[1009] -27 @ 0.0 L [y=11.1][1009] 12 @ 8.5 (y=10.5][1009] 10 @ 17.0 [y=16.311 09] 10 @ 18.8 ]y=16.3]1 01] -27 @ 8.5 L [y=13.3][1008] 10 @ 17.0 [y= 5.111 08] 12 @ 17.0 [y=10.5][100%] - 43 @ 15.0 R [y=11.6][100%] Repetitive Factors - 10 PLF @ 0.0 to 10 PLF @ -1.8 to - 10 PLF @ 15.0 to -10 PLF @ 17.0 to -10 PLF @ -1.8 to - 12 PLF @ 0.0 to 10 PLF @ 0.0 to 10 PLF @ 17.0 to ;10 PLF @ 2.0 to 10 PLF @ 0.0 to -12 PLF @ 8.5 to -10 PLF @ 8.5 to Brg.# 1 Vert,R= -18.2 0 Hor.R= 0.10 Brg.# 2 Vert.R= -17.9 # Hor.R= 0.08 [MWFRS ASCE Parl+-](0C 24.00][DF 1 60][NM 1] Repetitive Factors Used: Yes - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1009] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 08] -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1] 1009) -10 PLF @ 17.0 to -10 @ 18.8 R [y=10.7]110081 - 10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11[1009] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.51[10091 10 PLF @ 0.0 to 10 @ 17.0 [y=16.31[ 09] 10 PLF @ 17.0 to 10 @ 18.8 (y=16.3)[ 09] - 10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1009] 10 PLF @ 0.0 to 10@17.01y=5.1)1 01] 12 PLF @ 8.5 to 12 @ 17.0 y=10.51[1009] - 10 PLF @ 8.5 to -10 @ 15.0 R [y=11.61[100%1 Brg.# 1 Vert.R= 185.9 # Hor.R= 0.18 Brg.# 2 Vert.R= 186.3 # Hor.R= -0.08 [MWFRS ASCE Parl-+][0C 24.001[DE 1.60][NM 1] Repetitive Factors Used: Yes -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.6][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 09] -52 PLF @ 15.0 to -52 @ 17.0 R [y=11.11(1009] -52 PLF @ 17.0 to -52 @ 18.8 R [y=10.71[1008 -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1][1009] -12 PLF @ 0.0 to -12 @ 8.5 [y=10.5][1009] 10 PLF @ 0.0 to 10 @ 17.0 )y=16.3)] 01] 10 PLF @ 17.0 to 10 @ 18.8 [y=16.31[ 01] -52 PLF @ 2.0 to -52 @ 8.5 L [y=13.31[1001] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1]1 0%] - 12 PLF @ 8.5 to -12 @ 17.0 [y=10.5][1001 -52 PLF @ 8.5 to -52 @ 15.0 R (y=11.61[1001] Brg.# 1 Vert.R= -445.0 # Hor.R= 0.6# Brg.# 2 Vert.R= -443.2 # Hor.R= -0.0# [MWFRS ASCE Parl--)[0C 24.001[DE 1.60][NM 1] Repetitive Factors Used: Yes - 52 PLF @ 0.0 to -52 @ 2.0 L [yy=11.6][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 01] -52 PLF @ 15.0 to -52 @ 17.0 R [y=11.1][1009] -52 PLF @ 17.0 to -52 @ 18.8 R [y=10.71[1008] -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.11110091 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5)[1009] 10 PLF @ 0.0 t0 10 @ 17.0 [y=16.31[ 01] 10 PLF @ 17.0 to 10 @ 18.8 [y=16.3]1 08] - 52 PLF @ 2.0 to -52 @ 8.5 L (9=13.31110091 10 PLF @ 0.0 to 10@17.0 [y=5.1][ 01] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][1009] - 52 PLF @ 8.5 to -52 @ 15.0 0 [y=11.6]11009] Brg.# 1 Vert.R= -240.8 # Hor.R= 0.6# Brg.# 2 Vert.R= -239.1 0 Hor.R= 0.00 [MWFRS ASCE PrpD/L+-1)0C 24,00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6](1009] 31 PLF @ -1.8 to 31 @ 0.0 (y--16.3]) 0%1 -27 PLF @ 15.0 to -27 @ 17.0 R [y=11.1][100%] - 27 PLF @ 17.0 to -27 @ 18.8 R [y=10.71[1009] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1009] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][1009] 31 PLF @ 0.0 to 31 @ 17.0 [y=16.3]1 09) 31 PLF @ 17.0 to 31 @ 18.8 [y=16.3]1 09] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1009] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.111 0%] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.51[1003] -27 PLF @ 8.5 to -27 @ 15.0 R [y=11.6][1009] Brg.# 1 Vert.R= 535.8 # Hor.R= -62.4# Brg.# 2 Vert.R= 346.1 0 Hor,R= -0.00 [MWFRS ASCE PrpD/L- Repetitive Factors - 43 PLF @ 0.0 to 31 PLF @ -1.8 to -27 PLF @ 15.0 to -27 PLF @ 17.0 to -89 PLF @ -1.8 to 12 PLF @ 0.0 to 31 PLF @ 0.0 to 31 PLF @ 17.0 to -43 PLF @ 2.0 to -][0C 24.00]]DF 1.60])NM 11 Used: Yes - 43 @ 2.0 L [y=11.6][1009] 31 @ 0.0 [y=16.3][ 0%1 -27 @ 17.0 R [y10.7][1009] -89 @ 0.0 L [yy=11.1]]((1009] 12 8 8.5 )y=10.5][100%] 31 @ 17.0 [y=16.3]] 01] 31 @ 18.8 [9=16.3 [ 09 - 43 8 8.5 Y [y=13.3][1009] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1][ 091 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][10091 - 27 PLF @ 8.5 to -27 @ 15.0 R [y=11.6][1003] Brg.# 1 Vert.R= 96.7 0 Hor.R= 62.30 Brg.# 2 Vert.R= 286.6 # Hor.R= -0.00 [MWFRS ASCE PrpCIP+-][0C 24.00][DF 1.60][NM 1] Reppetitive Factors Used: Yes 27 PLF @ 0.0 to 27 @ 2.0 L [y=11.6][1009] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3][ 09] -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1][1009] 36 PLF @ 17.0 to 36 @ 18.8 R (y=10.71[10081 - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1009] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][1009] 31 PLF @ 0.0 10 31 @ 17.0 [y=16.3][ 09] 31 PLF @ 17.0 to 31 @ 18.8 1y=16.3]( 09] -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1009] 20 PLF @ 0.0 to 20 @ 17.0 ((y= 5.1][ 091 12 OLE @ 8.5 to 12 @ 17.0 (y=10.5][1009] -10 OLE @ 8.5 to -10 0 15.0 R )y=11.6][10O%] Brg.# 1 Vert.R= 345.2 # Hor.R= 62.88## Brg.# 2 Vert.R= 536.1 # Hor.R= -0.08 [MWFRS ASCE PrpD/R--][00 24.00][DF 1.60](NM 1] Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6)(1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3]1 09] -43 PLF @ 15.0 to -43 @ 17.0 R [y=11.1][1009] -89 PLF @ 17.0 to -89 @ 18.8 R [y=10.7]1[1008) -2127PLFF@@ 0.08 too 127@@ 8.50 [y=1y0.5)[1[000] 31 PLF @ 0.0 to 31 @ 17.0 (y=16.3)[ 0%] 31 PLF @ 17.0 to 31 @ 18.8 (g=16.311 01] - 27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31(100%] 20 PLF @ 0.0 to [y= 5.1]1 09] 12 PLF @ 8.5 to 12 @ 17.0 ffy=10.51I1008] -43 PLF @ 8.5 to -43 @ 15.0 R [y=11.6][1009] Brg.# 1 Vert.R= 285.8 # Hor.R= -61.50 Brg.# 2 Vert.R= 98.2 # Hor.R= 0.00 [MWFRS ASCE Pr1D+-110C 24,001[DF 1.60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61]10091 31 PLF @ -1.8 to 31 @ 0.0 [y=16.311 091 -10 PLF @ 15.0 to -10 @ 17.0 R [y=11.1)1100%1 -10 PLF @ 17.0 to -10 @ 18.8 R [y=10.71[1001] -10 PLF @ -1.8 to -10 @ 0.0 L (y=11.11[100%] 12 PLF @ 0.0 to 12 @ 8.5 [[y=10.5)[10011 31 PLF @ 0.0 to 31 8 17.0 [y=16.3)) 01] 31 PLF @ 17.0 to 31 @ 18.8 [y=16.31( 08] -10 PLF @ 2.0 to -10 @ 8.5 L [y-13.31[100%1 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.11( 08] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.51[1001] -10 PLF @ 8.5 to -10 @ 15.0 R [y=11.6]1100%] Brg.# 1 Vert.R= 482.0 # Hor.R= 0.10 Brg.# 2 Vert.R= 482.4 # Hor.R= -0.0# [MWFRS ASCE PrD1--1 Repetitive Factors -52 PLF @ 0.0 to 31 PLF @ -1.8 to -52 PLF @ 15.0 to - 52 PLF @ 17.0 to - 52 PLF @ -1.8 to 12 PLF @ 0.0 to 31 PLF @ 0.0 to 31 PLF @ 17.0 to -52 PLF @ 2.0 to 20 PLF @ 0.0 to 12 PLF @ 8.5 to -52 PLF @ 8.5 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= [0C 24.001 IDE 1.60][NM 1] Used: Yes -52 @ 2.0 L [y=11.6]1100%] 31 @ 0.0 [y=16.31[ 091 -52 @ 17.0 R [[y=11.1]11009] -52 -52 @ 10.0 L [ 18.8 y=101.11(100%1 12 @ 8.5 (y=10.51[100%1 31 @ 17.0 [y=16.311 0%1 31 @ 18.8 [y=16.31[ 091 -52 @ 8.5 L [y=13.3](1009] 20@17.0 [y=5.11[ 0%1 12 @ 17.0 [y=10.5)[100%] -52 @ 15.0 R [y=11.6]11009] 55.3 # Hor.R= 0.60 57.0 # Hor.R= -0.0# [C6C ASCE Wind Lt -+][0C 24.00][DF 1.60118M 1] Repetitive Factors Used: Yes -82 PLF @ 8.5 to -82 @ 11.5 R [y=12.5][100%1 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.3)[ 091 -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1)[1009] 10 PLF @ 0.0 to 10 @ 1.2 )y=16.31[ 01] -54 PLF @ 11.5 to -54 @ 15.0 R (y=11.6][1001] - 54 PLF @ 1.2 to -54 @ 2.0 L (y=11.6111001] 10 PLF @ 1.2 to 10 @ 8.5 [y=16.3]1 O8] -54 PLF @ 15.0 to -54 @ 18.8 R 1y=10.71[10011 10 PLF @ 8.5 to 10 @ 11.5 [y=16.31[ 08] - 12 PLF @ 0.0 to -12 @ 8.5 Iy=10.5][1008] -82 PLF @ 0.0 to -82 @ 1.2 L [y=11.41[1009] 10 PLF @ 11.5 to 10 @ 18.8 [y=16.3]1 08] -12 PLF @ 8.5 to -12 @ 17.0 [y=10.51[10081 10 PLF @ 0.0 to 10 @ 17.0 [yy= 5.111 08] -54 PLF @ 2.0 to -54 @ 8.5 L [y=1_3](10091 [C&C ASCE Wind Rt -+][0C 24.0011DF 1.60118M 1] Repetitive Factors Used: Yes -54 PLF @ 15.0 to -54 @ 15.8 R [y=11.41[10091 - 82 PLF @ 15.8 to -82 @ 17.0 R [y=11.11[10091 10 PLF @ -1.8 to 10 @ 5.5 [9=16.31( 0%] -82 PLF @ 5.5 to -82 @ 8.5 L [y=13.31[10091 10 PLF @ 5.5 to 10 @ 8.5 [y=16.31( 0%1 -149 PLF @ 17.0 to -149 @ 18.8 R [y=10.71[1009] -54 PLF @ -1.8 to -54 @ 2.0 L [y=11.6][100%) 10 PLF @ 8.5 to 10 @ 15.8 [y=16.3][ 00] - 12 PLF @ 0.0 to -12 @ 8.5 [y=10.51[10091 10 PLF @ 15.8 to 10 @ 17.0 [y=16.3]( 00] -54 PLF @ 8.5 to -54 @ 15.0 R [y=11.61[10091 10 PLF @17.0 to 10@18.8 [y=16.31[ 09] - 12 PLF @ 8.5 to -12 @ 17.0 [y=10.51(100%1 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1]] 08] -54 PLF @ 2.0 to -54 @ 5.5 L [y=12.5)(100%1 [C&C ASCE Wind Lt --][0C 24.00][10 1.60]]NM 1] Repetitive Factors Used: Yes -82 PLF @ 8.5 to -82 @ 11.5 R [y=12.5](1009] 10 PLF @ -1.8 to 10 @ 0.0 (y=16.3]1 09) - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1008] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.3]( 09] -54 PLF 11.5 to 1.2 ty -54 @ 1:7 R 7711.61(100U E T]`i1.6J [1001 10 PLF @•1.2dio •10 @ 8.5 [y=16.31[ 09] • -54 PLF @ Y!0 toe -54 @ 19.9 R (;:10.71[10081 • 10 PLF @,11. 1i, • 10 @ 11: 1 JJ ( 0%1 • U 12 PLF @ 0 12 @ 8.5 [y-1 .5][10091 -82 PLF 9.0.0100.• -82 @ 1.2 L.[y=11,41 [1004] • 10 PLF @ 11. xxi 10 @ 18.8[y=16.3][ 091 • 12 PLF 0. 9, fo • 12 @ 17/06[i-1%1[10011 10 PLF @ 10 @ 17.0 [yy S.I][ O8] -54 PLF 2.0 to -54 @ 8.5 L [y=13.3][1008] • • _- a �.!_s-_-_-_-.-s e-_-_._-_-_-_ * e • • • [C&C 24.00) [1F.1:60] [NM lj Repetitive Factors Used: Yes • -54 PLF rillft' -54 @ 15.8 R•[y=11.4[ [10091 • -82 PLF 15.[' to; -82 @ 1/.0 R (4i-11.11[10041 10 PLF @ -1.8 to 10 @ 5p504,114,41[ 09] -82 PLF! 5.5 fi -82 @ $.5 P, (y=13 31[100,] • 10 PLF SS'1:0 ; 10 @ 8. yIy .3J [ 0%1 - 149 PLF @ 1"1.0 to -149 @ i68'Q11-y�107[[10%[ - 54 PLF @ -1.8 to -54 @ 2..6t0., [ya11.6][1009] 10 PLF @ 8.5 to 10 @ 15.8 [y=16.311 00] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.51[100%1 10 PLF @ 15.8 to 10 @ 17.0 [y=16.311 081 - 54 PLF @ 8.5 to -54 @ 15.0 R [y=11.61[100%] 10 PLF @ 17.0 to 10 @ 18.8 [y=16.31[ 09] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.51[1008] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.11[ 031 -54 PLF @ 2.0 to -54 @ 5.5 L [y=12.5][1001] [C&C ASCE Wind Lt--D110C 24.00][DF 1 601[NM 1] Used: Yes -82 @ 11.5 R (y=12.51[10091 31 @ 0.0 [y=16.31( 08] -149 @ 0.0 L [y=11.1][1009) 31 @ 1.2 [y=16.31[ 08] -54 @ 15.0 R [y=11.61[1009] -54 @ 2.0 L [y=11.61[100%1 31 @ 8.5 [y=16.31[ 08] -54 @ 18.8 R [y=10.7][100%] 31 @ 11.5 [y=16.31[ 03] 12 @ 8.5 (y=10.5][10091 -82 @ 1.2 L [y=11.4][1009] 31 @ 18.8 [y=16.3[[ 01] 12 @ 17.0 [y=10.51[100%] 20 @ 17.0 (y= 5.1][ 01] -54 @ 8.5 L [y=13.3][1009] • Repetitive Factors -82 PLF @ 8.5 to 31 PLF @ -1.8 to - 149 PLF @ -1.8 to 31 PLF @ 0.0 to - 54 PLF @ 11.5 to -54 PLF @ 1.2 to 31 PLF @ 1.2 to -54 PLF @ 15.0 to 31 PLF @ 8.5 to 12 PLF @ 0.0 to -82 PLF @ 0.0 to 31 PLF @ 11.5 to 12 PLF @ 8.5 to 20 PLF @ 0.0 to - 54 PLF @ 2.0 to • [C&C ASCE Wind Rt--D]]0C 24.00]]DF 1.60]]NM 1] Repetitive Factors Used: Yes -54 PLF @ 15.0 to -54 @ 15.8 R [y=11,4][1004] -82 PLF @ 15.8 to -82 @ 17.0 R [y=11.1][1009] 31 PLF @ -1.8 to 31 @ 5.5 [y=16.31[ 08] -82 PLF @ 5.5 to -82 @ 8.5 L [y=13.3][1009] 31 PLF @ 5.5 to 31 @ 8.5 [y=16.3][ 0%] -149 PLF @ 17.0 to -149 @ 18.8 R [y=10.7][100%] -54 PLF @ -1.8 to -54 @ 2.0 L [y=11.6][1009] 31 PLF @ 8.5 to 31 @ 15.8 [y=16.3][ 0%] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][100%] 31 PLF @ 15.8 to 31 @ 17.0 [y=16.3][ 0%] -54 PLF @ 8.5 to -54 @ 15.0 R [y=11.6][100%] 31 PLF @ 17.0 to 31 @ 18.8 [y=16.3][ 09] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][100%] 20 PLF @ 0.0 to 20 @ 17.0 fy= 5.11[ 0%] -54 PLF @ 2.0 to -54 @ 5.5 L [y=12.5][1009] • • • • • • • • •• • •• • • • • • • • •• • • • • •••• •• • • • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • •• • •••• • • • • • • •• • • Job:(16124N) /A4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #1 Dense :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.756' Lumber value set "13B" uses design values approved 1/30/2013 byALSC 3 12 D 8'6" 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. =4X5 T • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • ••• •• •• 1& . • • LEFT RAKE = 1'810 PLT. TYP.-WAVE 1'8" R=1126# U=407# RL=74/-51# W=8" (Rigid Surface) DESIGN CRIT=FBC2014RESTTPI-2007 FTIRT620%(0%(/1(0) 17' QTY= 6 TOTAL= 6 R=925# U=252# W=8" (Rigid Surface) •• • • • •. • • •• •• • •••• • • • •• • • • • • • • • •• • • • SEQ = 489130 REV. 15.01.01C.0610.23 SCALE =0.3750 FLORIDA QUALITY TRUSS T TEL: (954.) 975-3384 FAX: (954) 978-8980 3675 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require etlreme cera In febdcattrg handling, ship Installing and bracing. Refer to and Wow the latest edition of SCSI (Building Component SafetyInformation. by TPI end WTCA) for safety practices prior to performing these functions. Irmtellete shall provide temporary bracing per SCSI. Unless 'Ned othen0se, lop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. LocatIns shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83, 87 or 810, as applicable. Apply plates to each face of truss and positron es dawn above and on the Joint Details,114088 noted otherwise. Refer to drawings 160A-2 for standard plate positions. ITW Building Components Group Inc. shag not be responsible for any deviation from this drawing. any failure to build the trues in conformance with ANSUTPI 1, or for handling, shipping. installation 8 bracing of trusses. A eti 0n the drawing 0106510p09• Degrg this deans, Indictee secptsr 0, of professional segregating rssponeibOty tartly for rho design ahem. The sufeb011y end use of She des i g for any shrews Is the raepoesblity of the Butlers Designer perANSUTPI 1 Seo.2. For mote intonation see gas job's general notes page end Nese web saes: ITWBCG. w,w.Nwbcg.com; TPI: www.tphsl.org; WTCA: www.sbcindustry.com; ICC' iwnv.iccaefe.ag TC LL TC DL BC DL BC LL TOT. LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 17 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE COMN [ALPINE][FBC2014Res/TPI-2007)[0.4]1161249/11 [TCLL 30.0](TCDL 15.0][BCDL 10.0](BCLL 0.011DF 1.251[00 24.0][NM 1][SOFFIT 2.0] ===Bearings==[X-Loc][React][Min Size Req]== 1 0.001[ 112611 74h[[0.13] [16.331( 925110.13] EndPts MaxTen MaxComp 0- 1 40 0 4- 6 1021 -2044 8-10 1022 -2000 10-12 871 -1682 13-17 889 -1692 17-18 1108 -2157 18-21 319 -1052 18-19 961 -1288 5- 9 1876 -929 9-15 1887 -930 14-20 2057 -1014 2- 3 681 -988 2- 4 1017 -2058 1- 2 207 -109 4- 5 57 -110 3- 5 1899 -941 21-22 190 -398 20-22 1351 -451 19-20 574 -158 19-22 174 -490 6- 7 1015 -2000 7- 8 1014 -1996 11-12 1615 -871 11-13 889 -1625 15-16 1887 -930 14-16 1014 -2056 EndPts MaxTen MaxComp 7- 9 138 -26 10-16 220 -329 11-16 549 -264 16-17 329 -524 Node 0 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 19 20 21 22 X -Loc -1.74 0.00 0.15 0.15 0.92 0.99 2.00 2.00 2.00 2.15 5.43 8.50 8.50 8.50 8.50 8.50 8.50 11.57 15.33 16.85 16.85 17.00 17.00 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 12.37 13.14 13.14 13.14 10.65 10.65 10.65 12.37 11.34 10.85 10.78 10.87 10.79 AXL BND CSI GLC S Grade 0.00 0.06 0.06 23 8 SP SS 0.01 0.08 0.08 3 8 SP SS 0.02 0.16 0.18 3 4 SP 11 Dense 0.02 0.13 0.15 3 4 SP 01 Dense 0.02 0.19 0.21 3 4 SP 11 Dense 0.03 0.35 0.38 3 4 SP 01 Dense 0.00 0.25 0.26 3 4 SP 11 Dense 0.29 0.32 0.61 26 4 SP #3 0.42 0.14 0.56 3 4 SP #2 N 0.28 0.50 0.78 2 4 SP #2 N 0.29 0.60 0.89 2 4 SP #2 N - -= Plate Member =-=- PLATE MEMBER 0.01 0.08 0.08 3 8 SP SS -=-=Fictious Member=-=- SP SS -_-= Plate Member =-=- PLATE MEMBER 0.44 0.09 0.53 1 4 SP 02 N -_-= Plate Member =-=- PLATE MEMBER -=-=Fictious Member=-=- SP 02 N - _-= Plate Member =-_- PLATE MEMBER - _-= Plate Member =-_- PLATE MEMBER -= =Fictious Member=-=- SP SS -=-=Fictious Member=-= SP #1 Dense -=-=Fictious Member=-=- SP 11 Dense -=-=Fictious Member=-=- SP 01 Dense -= =Fictious Member=-=- SP 02 N -=-=Fictious Member=-=- SP #2 N AXL GLC S 0.05 2 4 0.09 1 4 0.21 1 4 0.15 3 4 Grade SP #3 SP #3 SP 03 SP #3 Length Brace 7.77 38.71 26.39 38.71 Length 21.52 13.65 42.71 37.93 37.94 46.79 20.84 19.26 13.86 76.25 100.26 0.50 10.12 2.19 5.34 10.17 1.05 1.75 0.74 1.89 0.00 0.00 0.00 0.00 0.00 0.00 Pitch Brace 3.00 Plywd 3.89 Plywd 3.28 Plywd 3.00 Plywd -3.00 Plywd -3.31 Plywd -3.31 Plywd - Bending Web- -0.00 Diaph -0.00 Diaph 0.20 Diaph -Vert- 5.28 -9.07 -71.89 -0.82 -Vert- 0.20 -Vert- -4.90 - Vert- -Vert- -Vert- - Vert- - Vert- -Vert- [STD.AUTO,LOAD][OC 24.00)[DF 1.25)[NM 1 Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3] 31 PLF @ 2.0 to 31 @ 8.5 ]y=16,3] 31 PLF @ 8.5 to 31 @ 17.0 [y=16.3] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1] 60 PLF @ -1.8 to 60 @ 2.0 [[y=16.31 1003] 60 PLF @ 2.0 to 60 @ 8.5 (y=16.3] 100%] 60 PLF @ 8.5 to 60 @ 17.0 [y=16.3] 1008] Brg.# 1 Vert.R= 1126.3 # Hor.R= 0.04 Brg.# 2 Vert.R= 924.7 # Hor.R= -0.0# 00] 0%1 0%] 09 [BC pass 02] [00 24.00] [DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3]1 0%] 31 PLF @ 2.0 to 31 @ 8.5 (y=16.3 [ 01] Plywd 31 PLF @ 8.5 to 31 @ 17.0 [y=16.3 [ 01] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 [ 0%] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1 ( 0%] Diaph 20 PLF @ 0.0 to 20 @ 17.0 ]y= 5.1 [1008] Brg.# 1 Vert.R= 672.7 # Hor.R= 0.01 Brg.# 2 Vert.R= 594.0 # Hor.R= -0.01 Plate Cq JSI Method def1Y(L) deflY(T) dxL dxT 0.01 L/999 0.02 L/999 0.00 0.00 405(0.1) 0.80 0.64 0.00 L/999 0.00 L/999 0.00 0.00 0.01 L/999 0.03 L/999 0.00 0.01 0.01 L/999 0.03 1/999 0.00 0.00 408(0) 0.80 0.98 N 0.03 L/999 0.08 L/999 0.01 0.03 1.504 0.80 0.38 N 0.03 L/999 0.08 L/999 0.00 0.01 1.5X4 0.80 0.30 N 0.08 L/999 0.19 L/999 0.02 0.04 4X5 0.80 0.58 N 0.08 L/999 0.19 L/999 0.02 0.03 [Partial Unbal. Lt][0C 24. Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 8.5 to 31 @ 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.3 to 60 @ 60 PLF @ 8.5 to 60 @ Brg.# 1 Vert.R= 997.0 0 Brg.# 2 Vert.R= 916.6 # [Partial Unbal. Rt][0C 24 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 8.5 to 31 @ 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.0 to 60 @ Brg.# 1 Vert.R= 880.7 # Brg.# 2 Vert.R= 465.5 # 00][DF 1.25][80 1] Yes 2.0 [y=16.3 [ 01 8.5 [[y=16. [ 08 17.0 [[y=16.33 [ 0% 17.0 [y= 5.1]] 01 0.0 [y=16.3 [100% 8.5 [y=16.3 [100€ 17.0 [y=16.3 [100% Hor.R= 0 0# Hor.R= 0 04 .00][09 1.25][NM 1] Yes [ [ 8.5 ]y=16.3 17.0 [y=16.3 1 0%] 0.0 [y= 5.1 [ 0%] 17.0 [y= 5.1 [ 0%] 2.0 [y=16.3 [1001] 5.3 [y=16.3 [10088] Hor.R= 0 00 Hor.R= -0 00 [MWFRS ASCE Perp/L++][OC 24.001[09 1.601180 1] Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 17.0 R [y=11.1][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 00] 5X6 0.80 0.59 N 0.09 L/999 0.20 L/999 0.01 0.03 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] - 12 PLF @ 0.0 to -12 @ 8.5 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3]1 0%] 1.5X4 0.80 0.36 N 0.08 L/999 0.19 L/999 0.01 0.03 10 PLF @ 8.5 to 10 @ 17.0 [y=16.3]1 0%] 3X4 0.80 0.66 N 0.07 L/999 0.17 L/999 0.01 0.02 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1)[ 0%] 506(01) 0.80 0.54 0.01 L/999 0.02 L/999 0.03 0.07 -12 PLF @ 8.5 to -12 @ 17.0 [y=10.5][100%] 10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][100%] 0.00 L/999 0.00 L/999 0.03 0.06 Brg.# 1 Vert.R= 32.5 # Hor.R= -50.6# Brg.# 2 Vert.R= -123.8 # Hor.R= -0.0# (MWFRS ASCE Perp/L+-](0C 24.001[09 1.601180 1] Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 17.0 R [y=11.111100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 01] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[100%1 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.311 0%1 10 PLF @ 8.5 to 10 @ 17.0 [y=16.3]1 08] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 01] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][100%] - 10 PLF @ 2.0 to -10 @ 8.5 L [y=13.31[100%1 Brg.# 1 Vert.R= 238.5 # Hor.R= -50.64 Brg.# 2 Vert.R= 82.2 # Hor.R= 0.00 [MWFRS ASCE Perp/L-+][OC 24.00][09 1.60][80 Repetitive Factors Used: Yes -27 PLF @ 8.5 to -27 @ 17.0 R [y=11.1](1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 08 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 8.5 [y=10.5][1001 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 0 10 PLF @ 6.5 to 10 @ 17.0 [y=16.3][ 0 -89 PLF @ -1.8 to -89 @ 0.0 L (y=11.11[1 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1]( 0 -12 PLF @ 8.5 to -12 @ 17.0 [y=10.51[100 -43 PLF @ 2.0 to -43 @ 8.5 L [y=13.3][1 Brg.# 1 Vert.R= -407.1 # Hor.R= 74.10 Brg.# 2 Vert.R= -182.7 # Hor.R= 0.00 (MWFRS ASCE Perp/L--1[00 24.00][09 1 60][NM Repetitive Factors Used: Yes -27 PLF @ 8.5 to -27 @ 17.0 R [y=11.1)[1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 01 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6)[1( 12 PLF @ 0.0 to 12 @ B.5 (y=10.51[1001 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3]1 01 10 PLF @ 8.5 to 10 @ 17.0 [y=16.3][ 08 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1)[1( 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 08 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][1008 -43 PLF @ 2.0 to -43 @ 8.5 L (y=13.31[1( Brg.# 1 Vert.R= -201.2 # Hor.R= 74.10 Brg.# 2 Vert.R= 23.2 # Hor.R= -0.04 [MWFRS ASCE Perp/R++][OC 24.00][DF 1.60](NM Repetitive Factors Used: Yes - 10 PLF•@ 8.540 -10 @ 17.0 R [9=11.1][1( • • 10 PLF•@0-4#180t1 10 @ 0.0 [y=16.31[ 01 • • -27 PLF•@ 0.0 to -27 @ 12!0'L• e11.6J[1( • • • -12 PLF•@. 0.04to -12 @ 8.5 Iy 0.51[1008 10 PLF•@ 43.0 is 10 @ 8.5 [y.16.3[] 01 • 10 PLF•@ 854to 10 @ !7100 ry•1e.3[ [ 01 -27 PLF @ -4 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ i7•o.iyS.1][08 .."'""-12 • PLF 8.5 t -12 @ !7.0 (y=14.5][1008 •••• -27 PLF:@ 2.0•1 -27 6 8• jy=13.3][1( Brg.# 1 Vert.R= -150.7 0 Aor - •46.40 • •Brg.# 2�R= •-53.7 #Mar r4. • 0.00 •• •• [MWFRS ASCE Perp, +-J [0C 24 Uu] 1.60] [NM Repetitive Fa•tors Used: Yes • : • : -10 PLF.8 8.5 to -10 @ 17.0 R y=11.1][1( 10 PL8:1-0.8:tp 10 @i.3][ 08 • • -27 PLNO 0.0 to -27 040.0 L 411.6][1( •••• • 12 PLF @ 0.0 to 12 @4084O4}•b8.5 [1008 • 10 PL @"(1:0't•o 10 @•8.5 [y=116.3]1 04 10 PL0 y .8,5 4 10 @ 17.0 [y=16.31[ 01 - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 08 12 PLF @ 8.5 to 12 @ 17.0 1y=10.5111001 -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1( Brg.# 1 Vert.R= 55.3 # Hor.R= 46.41 Brg.# 2 Vert.R= 152.3 # Hor.R= -0.00 [MWFRS ASCE Perp/R-+][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -43 PLF @ 8.5 to -43 @ 17.0 R (y=11.1][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31] 01 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 8.5 [y=10.5][100+ 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3[[ 01 10 PLF @ 8.5 to 10 @ 17.0 [y=16.3][ 08 - 27 PLF @ -1.8 t0 -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1]( 01 -12 PLF @ 8.5 to -12 @ 17.0 [y=10.5][1001 -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3](1( Brg.# 1 Vert.R= -225.3 # Hor.R= -21.80 Brg.# 2 Vert.R= -251.8 # Hor.R= -0.08 [MFRS ASCE Perp/R--][00 24.00][09 1.60][80 Repetitive Factors Used: Yes -43 PLF @ 8.5 to -43 @ 17.0 R [y=11.1][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 01 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 8.5 [y=10.51[10061 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 0%1 10 PLF 0 8.5 to 10 @ 17.0 [y==16.3][ 061 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%1 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.11( 01] 12 PLF 0 8.5 to 12 @ 17.0 [y=10.51[1006] -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1001] Brg.# 1 Vert.R= -19.4 # Hor.R= -21.80 Brg.# 2 Vert.R= -45.9 # Hor.R= -0.00 (MWFRS ASCE Parl++][0C 24 00][DF 1.60][NM 1) Repetit-ve Factors Used: Yes -10 PLF @ 8.5 to -10 @ 17.0 R [y=11.1][1006 10 PLF 0 -1.8 to 10 @ 0.0 [y=16.3]( 01] - 10 PLF @ 0.0 to -10 @ 2.0 L [yp=11.6][(100% -12 PLF @ 0.0 to -12 @ 8.5 [y=10.51[10011 10 PLF 0 0.0 to 10 @ 8.5 [y=16.3][ 01] 10 PLF 0 8.5 to 10 @ 17.0 (y=16.3]( 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1]]100% 10 PLF @ 0.0 to 10 @ 17.0 [p= 5.11( 06 -12 PLF @ 8.5 to -12 @ 17.0 ly=10.51[1008] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1008 Brg.# 1 Vert.R= -18.5 # Hor.R= 4.70 Brg.0 2 Vert.R= -19.0 # Hor.R= -0.00 [MWFRS ASCE Parl+-][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 17.0 R j 11.1[[1006] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ %1 12-10PLF PLF 0@ 0.00 too 120@@ 8.50 L [y=11.61[1001] 10 PLF 0 0.0 to 10 @ 8.5 [y=16.3]( 01] 10 PLF 0 8.5 to 10 @ 17.0 [y=16.31[ 01] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][100%1 10 PLF 0 0.0 to 10 @ 17.0 (y= 5.111 0%] 12 PLF 0 8.5 to 12 @ 17.0 fy=10.5][1001] -10 PLF @ 2.0 to -10 @ 8.5 L (y=13.31[1001] Brg.# 1 Vert.R= 187.5 # Hor.R= 4.7# Brg.# 2 Vert.R= 187.0 # Hcr,R= 0.0# [MWFRS ASCE Parl-+][0C 24.00][DF 1.601(14M 1] Repetitive Factors Used: Yes -29 PLF @ 8.5 to -29 @ 17.0 R [yy=-11.1](100%] 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.3]] 061 -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.61[1001] - 12 PLF @ 0.0 to -12 @ 8.5 (y=10.5]]100%] 10 PLF @ 0.0 to 10 @ 8.5 (y=16.3]] 01] 10 PLF @ 8.5 to 10 @ 17.0 [y-16.31[ 0%] -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1]]10011 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.11( 0%] - 12 PLF @ 8.5 to -12 @ 17.0 [y=10.5][100%] - 29 PLF @ 2.0 to -29 @ 8.5 L [y=13.31[1001] Brg.# 1 Vert.R= -211.6 # Hor.R= 13.10 Brg.# 2 Vert.R= -171.9 # Hor.R= -0.00 [MWERS ASCE Parl--][0C 24.00)[DF 1.60][NM 11 Repetitive Factors Used: Yes - 29 PLF @ 8.5 to -29 @ 17.0 R [y==11.1](100%] 10 PLF @ -1.8 to 10 @ 0.0 (y=16.3][ 01] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.6][1001] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][1006] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.311 06] 10 PLF @ 8.5 to 10 @ 17.0 [y=16.31( 01] -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][1006] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.1][ 01] 12 PLF @ 8.5 to 12 @ 17.0 [y 10.5][100% -29 PLF @ 2.0 to -29 @ 8.5 L [y=13.3][100%] Brg.# 1 Vert.R= -5.6 # Hor.R= 13.10 Brg.# 2 Vert. -R=_ 34.0 # Hor.R= 0_00 [MWFRS ASCE PrpD/L+-][0C 24.00](DF 1.60][NM 11 Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 17.0 R [y=11.1]11001] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3][ 0%] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%) 12 PLF @ 0.0 to 12 @ 8.5 [y=10.51[100%) 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3)[ 0%) 31 PLF @ 8.5 to 31 @ 17.0 [y=16.3][ 0%1 6 PLF 3 -1.8 to 36 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1]( 01) 12 PLF @ 8.5 to 12 @ 17.0 [y--10.5[[100%] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.31[100%] Brg.# 1 Vert.R= 539.0 0 Hor,R= -50.6# Brg.# 2 Vert.R= 338.0 0 Hor,R= -0.00 [MWFRS ASCE PrpD/L--][0C 24.00](DF 1.601[88 1] Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 17.0 R [y=11.1][1006] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.31[ 01] -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1006] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.51[1006] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 0%1 31 PLF @ 8.5 to 31 @ 17.0 [y=16.311 0%1 - 89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 17.0 jy= 5.1][ 0%1 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5]1100%1 -43 PLF @ 2.0 to -43 @ 8.5 L (y=13.3][1001] Brg.# 1 Vert.R= 99.4 # Hor.R= 74.1# Brg.# 2 Vert.R= 279.0 # Hor.R= 0.0# [MWFRS ASCE PrpD/R+-][0C 24.001[00 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 17.0 0 [y=11.1](1006] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.311 0%] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][1006] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 01] 31 PLF @ 8.5 to 31 @ 17.0 [y=16.3] ( 0%1 - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1006) 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1][ 01] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][1006] - 27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][100%] Brg.0 1 Vert.R= 355.8 # Hor.R= 46.4# Brg.# 2 Vert.R= 408.1 # Hor.R= -0.08 (MWFRS ASCE PrpD/R--][0C 24.00]]DF 1.60]]NM 1] Repetitive Factors Used: Yes -43 PLF @ 8.5 to -43 @ 17.0 R [y=11.1](1006] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3]1 061 - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1001] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5](100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 01] 31 PLF @ 8.5 to 31 @ 17.0 [y=16.3]1 0%1 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[1001] 20 PLF @ 0.0 to 20 @ 17.0 1Y= 5,11( 0%] 12 PLF @ 8.5 to 12 @ 17.0 (y=10,5][100%] - 27 PLF @ 2.0 to -27 @ 8.5 L (y=13.31[100%] Brg.# 1 Vert,R= 281.1 # Hor,R= -21.8# Brg.# 2 Vert.R= 209.9 0 Hor.R= 0.00 [MWFRS ASCE Pr1D+-][0C 24.00](DF 1.601(NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 17.0 R [y=11.1][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3][ 0%1 - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%1 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5]11006] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]1 01] 31 PLF @ 8.5 to 31 @ 17.0 [y=16.3]1 06] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11[100%] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1][ 01]] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][1001] - 10 PLF @ 2.0 to -10 @ 8.5 L [y=13.31[100%] Brg.# 1 Vert.R= 488.0 # Hor.R= 4.70 Brg.# 2 Vert.R= 442.8 0 Hor.R= -0.0# [MWFRS ASCE PrD1--][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -29 PLF @ 8.5 to -29 @ 17.0 0 (y=11.11[100%] 31 PLF @ -1.8 to 31 @ 0.0 1y=16.3][ 06] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.61[100%1 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 01] 31 PLF @ 8.5 to 31 @ 17.0 (y=16.3][ 0%1 -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 17.0 (y= 5.1][ 01] 12 PLF @ 8.5 to 12 @ 17.0 (y=10.5][1001] -29 PLF @ 2.0 to -29 @ 8.5 L (y=13.3][1006] Brg.0 1 Vert.R= 294.9 # Hor.R= 13.18 Brg.# 2 Vert.R= 289.8 # Hor.R= 0.0# [C6C ASCE Wind Lt -+][OC 29 00][DF 1.60]INC 1] Repetitive Factors Used: Yes - 82 PLF @ 8.5 to -82 @ 11.5 R 1p12.5111001] 10 PLF @ -1.8 to 10 @ 0.0 fy=16.3] [ 011 -149 LF @ 0.0 .8 PLF @ -1to 10 Pto - 54 PLF @ 11.5 to - 54 PLF @ 1.2 to 10 PLF @ 1.2 to - 12 PLF @ 0.0 to 10 PLF @ 8.5 to - 82 PLF @ 0.0 to 10 PLF @ 11.5 to -12 PLF @ 8.5 to 10 PLF @ 0.0 to - 54 PLF @ 2.0 to -149 @ 0.0 L [y=11.11[1006] 10 @ 1.2 [y=16.3] [ 01] -54 @ 17.0 R [y=11.1](100%1 -54 @ 2.0 L (y=11.6][1006] 108 8.5 [p=16.3][ 061 -12 0 8.5 `y=10.5][1006] 1:054:01117.850.51[::31;011 0 8 11.5 [y=16.3] [ 01] -82 @ 1.2 L (y=11.41[100%] 10@17.0[y=16.3][ 01] -12 @ 17.0 [y=10.51[100%] 10 @ 17.0 (yy= 5.1][ 06] -54 @ 8.5 L [y=133.3][10061 [C&C ASCE Wind Rt -+][00 24.00][00 1.60J[NC 1] Repetitive Factors Used: Yes -54 PLF @ 2.0 to -54 @ 5.5 L [y=12.511100%] -18020::00 14.0 to -82 @ 17.0 R [y=11.1][100%] 10 P@ -1.8 to 1200 0 @ 585.5[r4=1;[.3101161] .5 [y=16.31[ 06 -82 @ 5.5 to -82 0 8.5 L [y=13.3][1006] 8,5 [ --16.3][ 06] -12 PLF @ 0.0 to -12 @ 6.5 [y=10.5][1006] 10 PLF @ 8.5 to 10 @ 14.0 [y=16.3][ 0%] -54 PLF @ -1.8 to -54 0 2.0 L [0=y-11.611[1008] 10 PLF @ 14.0 to 10 @ 17.0 [y 16.3][ 0%] - 12 PLF @ 8.5 to -12 @ 17.0 [y=10.5][1006] 10 PLF @ 0.0 to 10@17.0 [y=5.1]( 061 -54 PLF @ 8.5 to -54 @ 14.0 R [y=11.9][100%] [C6C ASCE Wind Lt --][0C 24.00][DF 1.60][08 1] Repetitive Factors Used: Yes -82 PLF @ 8.5 to -82 @ 11.5 R ]y=12.5][100%] 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.3][ 01] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1006] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.3]1 06] -54 PLF @ 11.5 to -54 @ 17.0 0 [y=11.11[1001] -54 PLF @ 1.2 to -54 @ 2.0 L [y=11.6][100%] 10 PLF @ 1.2 to 10 @ 8.5 (y=16.31[ 01] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][100%] 10 PLF @ 8.5 to 10 @ 11.5 [y=16.3]1 0%] - 82 PLF @ 0.0 to -82 @ 1.2 L [y=11.4][100%] 10 PLF @ 11.5 to 10 @ 17.0 [y=16.3][ 0%] 12 PLF @ 8.5 to 12 @ 17.0 [y=10.5][1006] 10 PLF @ 0.0 to 10 @ 17.0 [y= 5.111 061 - 54 PLF @ 2.0 to -54 @ 8.5 L [y=13.311100%1 ]C6C ASCE Wind Rt --1[0C 24.00]IDF 1.60][NM 11 Repetitive Factors Used: Yes - 54 PLF @ 2.0 to -54 @ 5.5 L (y=12.51[100%jj - 82 PLF @ 14.0 to -82 @ 17.0 R (y=11.11[100%] 10 PLF @ -1.8 to 10 @ 5.5 (y=16.31[ 01] -82 PLF @ 5.5 to -82 @ 8.5 L fy=13.3]1100%] 10 PLF @ 5.5 to 10 @ 8.5 [y=16.311 0%] 12 PLF @ 0.0 to 12 @ 8.5 [y=10.51[1001] 10 PLF @ 8.5 to 10 @ 14.0 [y=16.311[ 0%] -54 PLF @ -1.8 to -54 @ 2.0 L [y=11.61(1001] 10 PLF @ 14.0 to 10 @ 17.0 [y=16.3]] 0%] 12 PLF @ 8.5 to 12 @ 17.0 [[y=10.51[1001] 10 PLF @ 0.0 to 10@17.0 [y= 5.111 01] -54 PLF @ 8.5 to -54 @ 14.0 R [y=11.9](100%1 [C0C ASCE Wind Lt--D][0C 24.001[DF 1.60][14M 1] Repetitive Factors Used: Yes -82 PLF @ 8.5 to -82 @ 11.5 R [yy-=12.5][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.311 0%1 -149 PLF @ -1.8 to -149 @ 0.0 L (y=11.1][100%] 31 PLF @ 0.0 to 31 @ 1.2 [y=16.311 0%1 - 54 PLF @ 11.5 to -54 @ 17.0 R [y=11.1][100%] - 54 PLF @ 1.2 to -54 @ 2.0 L [yp=11.6][100%] 31 PLF @ 1.2 to 31 @ 8.5 [y=16.3]] 0%1 12 PLF @ 0.0 to 12 @ 8.5 [y=10.5][100%] 31 PLF @ 8.5 to 31 @ 11.5 [y=16.3]] 0%] -82 PLF @ 0.0 to -82 @ 1.2 L [y=11.41[100%1 31 PLF @ 11.5 to 31 @ 17.0 1y=16.31j 01] 12 PLF @ 8.5 to 12 @ 17.0 (y=10.5][1001] 20 PLF @ 0.0 to 20 @ 17.0 [y= 5.1]] 0%] -54 PLF @ 2.0 to -54 @ 8.5 L [y=13_3][100%] [C6C ASCE Wind Pt D][00 24.00][DF 1.60][08 1] Repetitive Factors Used: Yes -54 PLF @ 2.0 to -54 @ 5.5 L [y=12.5)[100%1 -82 PLF @ 14.0 to -82 @ 17.0 R [yy-=11.11[100%] 31 PLF @ -1.8 to 31 @ 5.5 [y -16.3]t 0%] -82 PLF @ 5.5 to 31 PLF @ 5.5 to 12 PLF @ 0.0 to 31 PLF @ 8.5 to -54 PLF @ -1.8 to 31 PLF @ 14.0 to 12 PLF @ 8.5 to 20 PLF @ 0.0 to _54 PLF @ 8.5 to -82 @ 8.5 L [y=13.3](100%] 31 @ 8.5 [y=16.311 061 12 @ 8.5 [y=10.5][1001] 31 @ 14.0 [y=16.3][ 01] -54 @ 2.0 L [p=11.6][1006] 31 @ 17.0 [y=16.3][ 0%] 12 @ 17.0 [y=10.51[100%1 20 @ 17.0 [y= 5.1][ 00] -54 @ 14.0 R [y=11.91[1001] • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • 0 • • • •0 •• •• • • • • • • • • • • • • • • •• 0 •••• • • • •• • • • • • • • • • • • •• • • • • Job:(16124N) /A5 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 1313 (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC JT PLATE LATERAL CHORD No SIZE SHIFT BITE [18] W1.5X4 S 2.75 CO IV T i 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT ll, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. =4X5 3'10" LEFT RAKE = 1'8"10 PLT. TYP.-WAVE 18" -s{ R=871# U=351# RL=105# W=B" (Rigid Surface) FLORIDA. QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK C1:M'R.1.L BLVD. POMPANO BEACH, FL 33064 DESIGN CRIT=FBC2014RES/rPI-2007 FT/RT=20%(0%)11(0) 12'4" QTY= 4 TOTAL= 4 "WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING' "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extrema care In fabricating, handling, shipping, Pistolling and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted othervl60. top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shell have bracing installed per SCSI sections 83, 67 or 910, as apps ble. Apply plates to each lace of truss end position as shown above and on the Joh,t Details. unless noted otherwise. Refer to drawings 160A -Z for standard plate positions. ITW Building g Components Group Inc. shell not be responsible for any deviation from MN drawing, any failure to build the trues In conformance with ANS)ITPI 1, or for handling, shipping. installation Si bracing of trusses A salon this drawing gram: pegs fisting this drawing, Indicates saespnnoe of professional engineering mpomlbUlty uglify for the design sham The edibility end use of thh drawing for any structure le the mpenelbOtly of the Building Designer perANSV,PI 1 See.2. For more information we this job's general notes page and these web saes. ITWBCG: w,ow.itwbcg.00rn; TPI: lwnw.tpinesorg; WTCA www.sbcindustry.com; ICC: wvw.iccsafe.org i i T • • • • • •• • • • • • •• 1111.5X4[ • • • • • •• • R=662# U=161# W=8" (Rigid Surface) • • 10'6" • • • •• • • • • • •• • • • • • • • • •• ••• • •• •• • • • • •••• • • • •• • • •• • • • • • • • • • • • • SEQ = 489136 REV. 15.01.010.0610.23 SCALE =0.5000 • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE SPEC [ALPINE][FBC2014Res/TPI-2007]]A5][161240/]1 [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0J(DF 1.25][0C 24.0][NM 11[SOFFIT 2.0] ===Bearings==[X-Loc][Reactj[Min Size RegJ== ( 0.001( 871]( 11801[0.131 [11.6711 662110.13] EndPts MaxTen MaxComp 0- 4- 1 707 -1249 7-10 709 -1209 10-12 520 -810 11-16 517 -812 5- 9 1128 -698 9-14 1136 -697 14-18 14 -11 15-17 436 -642 2- 3 597 -779 2- 4 709 -1280 1- 2 207 -109 4- 5 34 -53 3- 5 1139 -706 6- 8 702 -1209 7- 8 1206 -702 12-13 520 -743 11-13 728 -517 15-16 436 -642 17-18 642 -436 EndPts 8- 9 10-14 13-14 14-16 MaxTen 145 275 24 795 Node X -Loc 0 -1.74 1 0.00 2 0.15 3 0.15 4 0.92 5 0.99 6 2.00 8 2.00 9 2.15 10 5.45 11 8.50 12 8.50 13 8.50 14 8.50 15 12.33 16 12.33 17 12.33 18 12.33 MaxComp -15 -443 -482 AXL BND CSI GLC S 0.00 0.06 0.06 23 8 0.00 0.05 0.05 3 8 0.01 0.32 0.32 4 4 0.00 0.30 0.30 4 4 0.01 0.30 0.31 1 4 0.25 0.06 0.31 3 4 0.18 0.37 0.55 2 4 0.00 0.30 0.30 2 4 0.13 0.06 0.19 24 4 -=-= Plate Member =-_- 0.00 0.07 0.07 23 8 -=-=Fictious Member=-=- -= Plate Member =-=- 0.26 -_0.26 0.06 0.33 1 4 -=-=Fictious Member=-=- -=-=Fictious Member=-= -=-=Fictious Member= =- -=-=Fictious Member=-=- -=-=Fictious Member=-=- -=-=Fictious Member= -- AXL GLC S Grade 1 4 SP 8#3 0.131 0.30 2 1 4 SP #3 Grade SP SS 5P SS SP #2 N SP 02 N SP #2 N SP #2 N SP #2 N SP 02 N SP #3 PLATE MEMBER SP SS SP SS PLATE MEMBER SP 02 N SP SS SP 02 N SP #2 N SP#2N SP 03 SP 03 Length Brace 7.77 40.74 26.39 43.69 Y-Loc Plate Cq 2SI Method deflY(L) 10.42 0.01 L/999 10.86 ---- 10.75 ---- 10.70 4X5(A1) 0.80 0.38 0.00 L/999 11.08 0.01 L/999 10.65 0.02 L/999 11.44 4X8(R) 0.80 0.97 N 0.03 L/999 11.44 11.44 ---- ----- 10.65 1.5X4 0.80 0.26 N 0.04 L/999 12.38 1.5X4 0.80 0.29 N 0.03 L/999 13.14 4X5 0.80 0.62 N 0.02 L/999 13.14 13.14 10.65 3X8 0.80 0.66 N 0.02 L/999 12.18 3X4 0.80 0.91 N 0.00 L/999 12.18 ---- 1.5X41181 .80 0.99 N 0.00 L/999 10.65 (STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [[y=16.3][ 01/4] 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3]1 0%] Length Pitch Brace 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3]1 0%1 21.52 3.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 jy= 5.1][ 01/4] 13.65 3.89 Plywd 60 PLF @ -1.8 to 60 @ 2.0 (y=16.3][1008] 42.91 3.28 Plywd 60 PLF @ 2.0 to 60 @ 8.5 (y=16.3][100%] 37.73 3.00 Plywd 60 PLF @ 8.5 to 60 @ 12.3 (y=16.3][100%] 47.42 -3.00 Plywd 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 0%1 13.86 -0.00 Diaph Brg.# 1 Vert.R= 871.4 # Hor.R= -0.00 76.25 -0.00 Diaph Brg.# 2 Vert.R= 662.1 # Hor.R= 0.00 46.00 -0.00 Diaph =-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-=-= 15.77 -Bending Web- [FBC pass #2][0C 24.001[DF 1.25][00 1] 0.50 -Vert- Repetitive Factors Used: YES 10.12 5.28 Plywd 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3]1 0%] 2.19 -9.07 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3]1 09] 5.34 -71.89 31 PLF @ 8.5 to 31 @ 12.3 jy=16.31j1 0%] 10.17 -0.82 Diaph 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1]( 0%] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 01/4] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111100%] 0,00 -Vert- Brg.# 1 Vert.R= 508.7 # Hor.R= -0.00 0.00 -Vert- Brg.# 2 Vert.R= 427.0 # Hor.R= -0.00 0.00 -Vert- 0.00 -Vert- deflY(T) 0.02 L/927 ----- ----- 0.00:L/999 0.04 L/999 0.05 L/999 0.11 L/999 dxL 0.00 0.00 0.01 0.00 0.01 dxT 0.01 0.00 0.02 0.00 0.04 [Partial Unbal, Lt][0C 24 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 8.5 to 31 @ 4 PLF @ -1.8 to 4 @ 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.3 to 60 @ 60 PLF @ 8.5 to 60 @ 20 PLF @ 0.0 to 20 @ Brg.# 1 Vert.R= 745.2 # Brg.# 2 Vert.R= 650.8 # .00[[DF 1.251[NM 1] YES 2.0 [y=16.3] 0%] 8.5 [y=16.3] 0%] 12.3 (y=16.3] 0%] 0.0 [y= 5.1] 01/4:] 0.0 (y=16.31 1006) 8.5 (y=16.3] 100%] 12.3 (y=16.3] 100%] 12.3 [y= 5.1] 0%] Hor.R= 0.00 Hor.R= -0.00 [Partial Unbal. Rt][0C 24.00][DF 1.251[NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.31[ 08 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3]1 0% 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3]( 01 0.12 L/999 0.00 0.00 4 PLF @ -1.8 to 4 @ 0.0 jy= 5.1]1 0% 0.07 L/999 0.01 0.01 60 PLF @ -1.8 to 60 @ 2.0 [y=16.3]1100% 0.05 L/999 0.00 0.01 60 PLF @ 2.0 to 60 @ 5.3 [y=16.31[100% 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0% Brg.# 1 Vert,R= 748.1 # Hor.R= 0.0# Brg.# 2 Vert.R= 360.7 # Hor.R= 0.0# 0.05 L/999 0.00 L/999 0.00 L/999 0.01 0.00 0.01 0.02 0.01 0.02 [MWFRS ASCE Perp/L++][00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ 8.5 to -27 @ 12.3 R [y=12.3][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 0%] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[100%J -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 8.5 (y=16.3]1 0%] 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 0%] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] - 10 PLF @ 2.0 to -10 @ 8.5 L (y=13.3](100%] Brg.# 1 Vert.R= 66.0 # Hor,R= -19.50 Brg.# 2 Vert.R= -70.7 # Hor.R= 0.00 (MWFRS ASCE Perp/L+-][0C 24.001[DF 1.601100 1] Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 12.3 R [y=12.3][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 0%] -10 PLF @ 0.0 to -10 @ 2.0 L (y=11.611100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 01/4] 10 PLF @ 8.5 to 10 8 12.3 [y=16.311 01/41 36 PLF @ -1.8 to 36 @ 0.0 L (y=11.11[100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][100%] Brg.# 1 Vert.R= 215.0 # Hor.R= -19.58 Brg.# 2 Vert.R= 78.2 # Hor.R= -0.00 [MWFRS ASCE Perp/L-+](00 24.00][DE 1.60](NM Repetitive Factors Used: Yes -27 PLF @ 8.5 to -27 @ 12.3 R [y=12.3][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3]( 0i -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 0 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3]1 0 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0 -43 PLF @ 2.0 to -43 @ 8.5 L (y=13.31[1 Brg.# 1 Vert.R= -351.0 # Hor.R= 105.10 Brg.# 2 vert R= -152.3 # Hor.R= -0.00 [MWFRS ASCE Perp/L--](0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -27 PLF @ 8.5 to -27 @ 12.3 R [y=12.3][1( 10 PLF @ -1.8 to 10 @ 0.0 (y=16.3[[ 0 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6]11 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 0 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 0 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][1 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1]] 0 -43 PLF @ 2.0 to -43 @ 8.5 L [y=13.31[1 Brg.# 1 Vert.R= -202.1 # Hor.R= 105.1# Brg.# 2 Vert.R= -3.4 # Hor.R= 0.0# [MWFRS ASCE Perp/R++][0C 24.00][IF 1.60][NM Repetitive Factors Used: Yes - 10 PLF @ 8.5 to -10 @ 12.3 R (y=12.3][1( 10 PLFA@ -1.810 10 @ 0.0 [y=16.3]1 0) -27 PLF • t.t td -27 @ 0 1.6](1( • •••-12 PLF 0.0 to -12 @ 112.3•[ -y -a05]]1009 • • • 10 PLF4@0 0.0 to 10 @ 8.5 [1=16.311 Oi 10 PLF•@ e.5 is 10 @ 12+3.6.3] 1 0) • -27 PLF t -1.t to -27 @ •0.0 11,1](1( 10 PLF @ 0.4 to 10 @ 12.3 (y= b.1] 09 -27 PLF @ 2.0 to -27 @ 4611501P011!4013.3] [1( •• • • • .Brg.8 1 1M4,11=%131.1 # Ror,R= 458.6# • • • • ''BBrg.# 2 iOrt.40 -62.5 # ip441 • • 0.00 ![MWFRS Aft! ?eap/t-] [00 24•.EOt[tt 1.60] [NM • • • • • 'Repetitive Fac Used: 9• • • • -10 PLF @ 8.5 to -10 @ 12.3 R [gr -12.3](1( 10 PLF @ -1.4 to 10 @ 0.0 [y=16.3][ 0) • -272 PLF0 o -2 @ 0 .6] • • 10 PLF)•0.0.0 10 107 8 .5 ] =1s.31] (10[1(01 • • • 10 PLF 0.11;o !3 to 10 @ •[ ie.3] [ 0) • • • -27 PLF4@•-I. '- -27 @ 0.0 L [y--11.1] [1( 10 PLF @• a.0 to. 10 @ 12.3 [y= 5.1][ Oi -27 PLF @ 2.0 to -27 @ 8.5 L ]y=13.3[[11 Brg.# 1 Vert.R= 17.8 # Hor.R= 58.6# Brg.# 2 Vert.R= 86.4 # Hor.R= -0.0# [MWFRS ASCE Perp/R-+][00 24.001[DF 1 60](NM Repetitive Factors Used: Yes -43 PLF @ 8.5 to -43 @ 12.3 R [y=12.3][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 09 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](100) 10 PLF @ 0.0 to 10 @ 8.5 [y=16.311 0) 10 PLF @ 8.5 to 10 @ 12.3 [y=16.311 0) -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 0) -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1( Brg.)) 1 Vert.R= -155.5 # Hor.R= 28.08 Brg.# 2 Vert.R= -160.5 # Hor.R= 0.00 --- ------------- [MWFRS ASCE Perp/R--](OC 24.00([DF 1.60][80 Repetitive Factors Used: Yes - 43 PLF @ 8.5 to -43 @ 12.3 R (y=12.3111( 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 0) - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100) 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3]( 0) 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3]( 0) -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 0) -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1( Brg.# 1 Vert.R= -6.6 4 Hor.R= 28.0# Brg.# 2 Vert.R= -11.6 # Hor.R= 0.0# [MWFRS ASCE Parl++](0C 24.001[DF 1.60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 R [y=12.3][100%] 10 PLF @ -1.8 to 10 @ 0.0 (y=16.3]( 0%] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[100%] 10 PLF @ 0.0 to 10 @ 8.5 (y=16.31( 0%J 10 PLF @ 8.5 to 10 @ 12.3 (y=16.311 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [y-11.11[100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 0%] -10 PLF @ 2.0 to -10 @ 8.5 L (y=13.31[100%] Brg.0 1 Vert.R= -12.2 # Hor.R= 16.880 Brg.# 2 Vert.R= -14.5 0 Hor.R= -0.00 [MWFRS ASCE Parl+-][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 R [y=12.3][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 08] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 8.5 ]y=16.3]1 0%] 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3]( 0%) -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11[100%1 10 PLF @ 0.0 to 10 @ 12.3 ]y= 5.1]( 08] -10 PLF @ 2.0 to -10 @ 8.5 L ]y=13.3]]100%] Brg.0 1 Vert.R= 136.7 # Hor.R= 16.84 Brg.# 2 Vert.R= 134.4 # Hor.R= -0.00 [MWFRS ASCE Parl-+][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes -17 PLF @ 8.5 to -17 @ 12.3 R [y=12.3](100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 081 - 17 PLF @ 0.0 to -17 @ 2.0 L [y==11.61[100%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](100%] 10 PLF @ 0.0 to 10 @ 8.5 [y=16,3]1 0%] 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3]1 08] -17 PLF @ -1.8 to -17 @ 0.0 L [y=11.1)1100%] 10 PLF @ 0.0 to 10 @ 12.3 [y== 5.1]]1 0% -17 PLF @ 2.0 to -17 @ 8.5 L [y=13.3][100%] Brg.0 1 Vert.R= -68.2 # Hor.R= 28.00 Brg.0 2 Vert.R= _56.0 0 Hor.R= -0.00 [MWFRS ASCE Parl--1 Repetitive Factors -17 PLF @ 8.5 to 10 PLF @ -1.8 to -17 PLF @ 0.0 to 12 PLF @ 0.0 to 10 PLF @ 0.0 to 10 PLF @ 8.5 to -17 PLF @ -1.8 to 10 PLF @ 0.0 to -17 PLF @ 2.0 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= 10C 24.00][DF 1.60][NM 1] Used: Yes -17 @ 12.3 R [y=12.3)]100%1 10 @ 0.0)y=16.3)] 0%J -17 @ 2.0 L [yy=-11.6)]100%] 12 @ 12.3 (y=10.5] [100%J 10 @ 8.5 [y=16.3]1 0%] 10 @ 12.3 f[y-16.31[ 0%] -17 0 0.0 L [yy---11.1]`100%) 10 @ 12.3 [y= 5.1][ 0%] -17 @ 8.5 L ]y=13.3])100%] 80.8 # Hor.R= 28.00 92.9 # Hor.R= -0.00 (MWFRS ASCE PrpD/L+-][0C 24.00][DF 1.60]108 1] Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 12.3 R [y=12.3][1008] 31 PLF @ -1.8 to 31 @ 0.0 (y=16.31[ 0%1 -10 PLF @ 0.0 to -10 @ 2.0 L [yy==-11.6]]f100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.311 0%1 31 PLF @ 8.5 to 31 @ 12.3 [y=16,3]] 0%11 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1]1100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 0%] - 10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][100%] Brg.# 1 Vert.R= 444.9 # Hor.R= -19.50 Brg.# 2 Vert.R= 261.7 # Hor.R= 0.0# MRS ASCE PrpD/L--]10C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 27 PLF @ 8.5 to -27 @ 12.3 R [y=12.3]]100%] 31 PLF @ -1.8 to 31 @ 0.0 (=16.3][ 0%] -43 PLF @ 0.0 to -43 @ 2.0 L (y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 ((y=10.51(f100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]f 0%] 3r PLF @ 8.5 to 31 @ 12.3 (y=16.3][ 081 - 89 PLF @ -1.8 to -89 @ 0.0 L (y=11.1][100%1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11( 0%J - 43 PLF @ 2.0 to -43 @ 8.5 L [y=13.311100%1 Brg.# 1 Vert.R= 27.8 8 Hor.R= 105.14 Brg.0 2 Vert.R= 180.1 # Hor.R= 0.00 [MWFRS ASCE PrpD/R+-][0C 24.00][DF 1.60J0 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 R [y=12.3][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3]1 08] -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]1 0%] 31 PLF @ 8.5 to 31 @ 12.3 [y=16.31] 0%] -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1]1100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]1 0%) -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][100%] Brg.# 1 Vert.R= 247.7 # Hor.R= 58.6# Brg.0 2 Vert.R= 270.0 0 Hor.R= -0.00 (MWERS ASCE PrpD/R--][0C 24.00](DF 1.60](NM 1] Repetitive Factors Used: Yes -43 PLF @ 8.5 to -43 @ 12.3 R [y=12.3][100%] 31 PLF @ -1.8 to 31 @ 0.0 1y=16.3][ 08] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5][100%] 31 PLF @ 0.0 to 31 @ 8.5 (y=16.3]1 08] 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3]( 0%1 -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1][100%J 20 PLF @ 0.0 to 20 @ 12.3 [y== 5.1]1 0%] - 27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[100%] Brg.# 1 Vert.R= 223.3 4 Hor.R= 28.00 Brg.0 2 Vert.R= 171_9 # Hor.R= _0_00 [MWFRS ASCE Pr1D+-110C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 R fy9=12.3][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.311 0%] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1008] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5]1100%] 31 PLF @ 0.0 to 31 @ 8.5 '[y=16.3]1 0%] 31 PLF @ 8.5 to 31 @ 12.3 1y=16.3]1 0%1 - 10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11[100%1 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 0%] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.31[100%1 Brg.# 1 Vert.R= 366.6 # Hor.R= 16.80 Brg_# 2 Vert.R= 318.0 0 Hor_R= -0.000 [MWFRS ASCE PrD1--]10C 24.001(DF 1.60][NM 1] Repetitive Factors Used: Yes -17 PLF @ 8.5 to -17 @ 12.3 R [y=12.3][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3]1 08] -17 PLF @ 0.0 to -17 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%1 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]1 0%] 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3]1 0%] - 17 PLF @ -1.8 to -17 @ 0.0 L (y=11.1][100%] 20 PLF @ 0.0 to 20 @ 12.3 [p= 5.1]1 0%) -17 PLF @ 2.0 to -17 @ 8.5 L [y=13.3][100%] Brg.# 1 Vert.R= 310.7 # Hor.R= 28.08 Brg.# 2 Vert.R= 276.4 # Hor.R= -0.04 [C&C ASCE Wind Lt -+](OC 24.00]1DF 1.60]11414 1] Repetitive Factors Used: Yes -91 PLF @ 8.5 to -91 @ 11.5 R 11=12.5)1100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.3][ 08] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1]1100%] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.3] [ 08] -56 PLF @ 11.5 to -56 @ 12.3 R [y=12.31[16%1 -56 PLF @ 1.2 to 56 @ 2.0 L [y=11.6]`100%J 10 PLF @ 1.2 to 10 8 8.5 (y=16.3] [ 0%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF @ 8.5 to 110811152T1=11[41(1641 0 @ 11.5 (pp=16.3][ 0%] -91 PLF @ 0.0 to 91 @ 1.2 L 1y=11.4] (100%J 10 PLF @ 11.5 to 10 @ 12.3 1y=16.3][ 0%] 10 PLF @ 0.0 to 10 @ 12.3 ]y= 5.1]1 0%] -56 PLF @ 2.0 to -56 @ 8.5 L [y=13.311100%1 1C&C ASCE Wind Rt -1.110C 29 00]1UF 1.60][NM 11 Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 5.5 L [y=12.5][100%] -91 PLF @ 9.3 to -91 @ 12.3 R [y=12.3][100%] 10 PLF @ -1.8 to 10 @ 5.5 1y=16.3]1 0%1 -91 PLF @ 5.5 to -91 @ 8.5 L [y=13.3][100%) 10 PLF 0 5.5 to 8.5 ]y=16.3][ 0%] -12 PLF @ 0.0 to -1208 12.3 `y=10.5][100%] 56PLLF @ 0 -15. 8 to o 1-6600 923 0 [ y=31[. 6]0[%0 %] 10 PLF @ 9.3 to 10 @ 12.3 [y=16.3][ 0%) 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 0%] -56 PLF @ 8.5 to -56 @ 9.3 R 1y=13_011100%] [C&C ASCE Wind Lt --](OC 24.00][DE 1.60][08 1] Repetitive Factors Used: Yes -91 PLF @ 8.5 to -91 @ 11.5 R [(=12.5][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=10.3]( 0%] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1]]1000 10 PLF @ 0.0 to 10 @ 1.2 [y=16.3]1 0%] -56 PLF @ 11.5 to -56 @ 12.3 R [y=12.3][100%] -56 PLF @ 1.2 to -56 @ 2.0 L y=11.6][100%] 10 PLF @ 1.2 to 10 @ 8.5 [y=16.3]1 08] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%] 10 PLF @ 6.5 to 10 @ 11.5 [y=16.3]1 0%] -91 PLF @ 0.0 to -91 @ 1.2 L [v=11.4][100%] 10 PLF @ 11.5 to 10 @ 12.3 [y=16.3]1 0%) 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] - 56 PLF @ 2.0 to -56 @ 8.5 L [y=13_3][100%] 1C&C ASCE Wind Rt --][00 24.00]]DF 1.60][88 1] Repetitive Factors Used: Yes - 56 PLF @ 2.0 to -56 @ 5.5 L [y=12.5]]100%] -91 PLF @ 9.3 to -91 @ 12.3 R [y=12.311100%] 10 PLF @ -1.8 to 10 @ 5.5 [y=16.3]1 0%] - 91 PLF @ 5.5 to -91 @ 8.5 L [yy=-13.3]]100%] 10 PLF @ 5.5 to 10 @ 8.5 [y= 6.3] ( 0%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5]1100%1 -15 6 PLLF 8 @ -15, 8 to o 1-05600 2 0 ] 1[y6.31.( 6]0[% %] 10 PLF @ 9.3 to 10 @ 12.3 [y=16.31( 08] 10 PLF @ 0.0 to 10 @ 12.3 fy= 5.1]1 0%) -56 PLF @ 8.5 to -56 @ 9.3 R [y=13.0][100%] [C&C ASCE Wind Lt--D][0C 24.00][DF 1.60][NM 1] Reppetitive 91 PLF @ Fa.ctoros Ue111s0 R [y=12.5](100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3]1 0%1 -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][100%] 31 PLF @ 0.0 to 31 @ 1.2 [y=16.3]1 0%] -56 OLE @ 11.5 to -56 @ 12.3 R (y=12.3][100%] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11..61[1008 31 PLF @ 1.2 to 31 @ 8.5 1y=16.3]( 0%] 12 PLF @ 0.0 to 12 @ 12.3 [[y=10.5][100%]] 31 PLF @ 6.5 to 31 @ 11.5 1y=16.31[ 0%J -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%] 31 PLF @11.5 to 31@12.3 1y=16.3][ 0%] 20 PLF @ 0.0 to 20 @ 12.3 1y= 5.1][ 0%] _56 PLF @ 2_0 to -56 @ 8.5 L [y=13_3]]100%] [C&C ASCE Wind Rt --10110C 24.00][DF 1.60][88 1] ppeLF ivFa.ctoros Ue5Y." L5 [y=12.5][100%] -91 PLF @ 9.3 to -91 @ 12.3 R [yy=12.3]1100%] 31 PLF @ -1.8 to 31 @ 5.5 [y=I16.3][ 0%] -91 PLF @ 5.5 to -91 @ 8.5 L [y=13.3][100%] 31 PLF @ 5.5 to 31 @ 8.5 [y=16.3][ 0%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%) 31 -56 OLELF 6 @ 8-15. 8 totto 318 @ 923. 0 1 1y=.31.[ 6]010 0%] 31 PLF @ 9.3 to 31 @ 12.3 (y=16.3]1 0%] 20 PLF 0 0.0 to 2-66@@12933T151/1111.010[16%1 0 @ 12.3 [yy= 5.1][ 0%] -56 PLF @ 8.5 to -56 @ 9.3 R [y=13.0][100%] • • • • • •• • • • • • • •• •• • • • • • • • • • • •• • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • •••• • • • •• • Job:(16124N) / A6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets U360 live and L/240 total Toad. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 30.00 ft. from roof edge. T 8'6"8 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C. wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE No SIZE [18] W3X4 LATERAL CHORD SHIFT BITE S 2.75 =4X6 le 1.8" LEFT RAKE = 1'8"10 PLT. TYP.-WAVE R=871# U=362# RL=131# W=8" (Rigid Surface) DESIGN CRIT=FBC201dRES/TPI-2007 FT/RT.20%(0%)/ 1(0) 12'4" 3'9"8 1 91.5X4 • • T• •• • 1113Z..pR) 8] QTY= 1 TOTAL= 1 R=662# U=240# W=8" (Rigid Surface) • • • •• • • • • • •• • •• • • • • • • • ••• • • • • • • • • • •••• • • • •• • •• • • • • • • • • • SEQ = 489140 REV. 15.01.01C.0610.23 SCALE =0.5000 4 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3633 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 ••WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI Building Component Safety Information. by TPI and WTCA) for safely practices prior to performbg those functions. Irstspes shall provide temporary bracing per SCSI. Unless noted othe1wlae, top chord shall have properly attached structural sheathing and bottom chord she. have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per 600) sections 83,137 or 1310, as applicable. Apply plates to each face of truss and position as shown above and on the bird Details, unless noted otherwise. Refer to drawings 160A-2 for standard plate po6Wone. 11W Building Component. Group Inc. shell not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSIfTPI 1, or for handling. shipping. Installation 8 bracing of trusses. Anal on this drawing or our page 4Wng this clawing, Matta seapunse of profeaelonal anglnOaring mspondbl0ly solely far the chitin shown. Tho suflabDty and us. of No drawing for any shad= Is the asponamlSy of the Building Designarper ANBVrPI 1 88c.2. F61 moa information see thts job's general notes page and these web sites: ITWBCG: wvr ilwbng.con: TPI: evactpbst.og: WTCA, vrowabcinduslry.cam: ICC: w 0o icosafe.org TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPM [ALPINE][FBC2014Res/TPI-2007][A6][161240/)] [TCLL 30.0][TCDL 15.0] [BCDL 10.01 [BCLL 0.0]]DF 1.25][0C 24.0] (NM 1] [SOFFIT 2.0] ===Bearings==(X-Loc][React][Min Size Req]== ( 0.00:( 871][ 198h)10.131 [11.67][ 662] [0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.06 0.06 25 8 SP SS 4- 6 638 -1198 0.00 0.05 0.05 27 8 SP SS 7-10 643 -1161 0.01 0.45 0.46 4 4 SP 42 N 10-12 461 -785 0.00 0.40 0.41 4 4 SP #2 N 11-16 8 -9 0.00 0.36 0.36 1 4 SP 42 N 5- 9 1084 -715 0.18 0.19 0.37 4 4 SP #2 N 9-14 1085 -710 0.17 0.40 0.57 2 4 SP #2 N 14-18 719 -462 0.13 0.33 0.46 2 4 SP #2 N 15-17 151 -178 0.05 0.07 0.11 26 4 SP 43 2- 3 581 -779 -=-= Plate Member =-=- PLATE MEMBER 2- 4 643 -1235 0.00 0.07 0.07 25 8 SP SS 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 4- 5 23 -27 -=-= Plate Member =-=- PLATE MEMBER 3- 5 1090 -720 0.25 0.06 0.31 1 4 SP 42 N 6- 8 633 -1159 -=-=Fictious Member--=- SP SS 7- 8 1159 -635 -=-=Fictious Member=-=- SP 42 N 12-13 461 -734 -=-=Fictious Member=-=- SP 42 N 11-13 9 -7 -=-=Fictious Member=-=- SP #2 N 15-16 151 -178 -=-=Fictious Member=-=- SP #3 17-18 178 -151 -=-=Fictious Member=-=- SP #3 EndPts MaxTen 8- 9 134 10-14 323 13-14 452 13-18 545 Node X -Loc 0 -1.74 1 0.00 2 0.15 3 0.15 4 0.92 5 0.99 6 2.00 7 2.00 8 2.00 9 2.15 10 6.24 11 8.54 12 8.54 13 8.54 14 8.54 15 12.33 16 12.33 17 12.33 18 12.33 MaxComp -19 -477 -226 -852 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 12.58 13.15 13.15 13.15 10.65 13.16 13.16 10.65 10.65 AXL GLC S Grade 0.050.12 6 4 SP 443 0.17 6 4 SP #3 Length Brace 7.77 33.63 26.63 46.81 Plate Cq JSI Method deflY(L) 0.01 L/999 405(01] 0.80 0.37 0.00 L/999 0.02 L/999 0.02 L/999 4X8(R) 0.80 0.99 N 0.05 L/999 1.594 0.80 0.22 N 0.05 L/999 1.5X4 0.80 0.30 N 0.02 L/999 4X6 0.80 0.75 N 0.02 L/999 3X4 0.80 0.58 N 0.02 L/999 1.5X4 0.80 0.77 N 0.00 L/999 3X4(10[181 80 0.98 N 0.00 L/999 Length 21.52 13.65 52.63 28.53 45.50 13.86 76.75 [STD.AUTO.LOAD](OC 24,00](DF 1.25][NM 1 Repetitive Factors Used: Yes 31 PLF @ -.80 to 31 @ 2.05 1y66.31 Pitch Brace 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3] 3.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1] 3.89 Plywd 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1] 3.23 Plywd 6600 PLF @ -.8 to 60 @ 28.0 jy=166.3]3.01 Plywd 0.01 Plywd 60 PLF @ 8.5 to 60 @ 12.3 [y=16.3](1001] -0.00 Diaph Brg.# 1 Vert.R= 871.4 # Hor.R= 0.04 -0.00 Diaph Brg.# 2 Vert.R= 662.1 4 Hor.R= -0.04 Diaph =-_--_-_--- ------------__-_-_-_ --= _-__-_ 06] 09] 09] 08] 1003] 1003] 45.50 -0.00 26.63 -Bending Web- [FBC pass #2][0C 24.001[20 1.251[00 1] 0.50 -Vert- Repetitive Factors Used: Yes 10.12 5.28 Plywd 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3][ 08 2.19 -9.07 31 PLF @ 2.0 to 31 @ 8.5 ([y=16.3]( 09 5.10.17 -71.890Diaph 31 PLF @ -1.8 to 34 @ 12.3 [y==15.1] ( 04 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1 09 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11[1001 0.00 -Vert- Brg.# 1 Vert.R= 508.7 # Hor.R= 0.04 0.00 -Vert- Brg.# 2 Vert.R= 427.0 # Hor,R= -0.04 0.00 -Vert- - - - - - 0.00 -Vert- deflY T) 0.03 L/787 0- .00 L/999 0.06 L/999 0.06 L/999 0.14 L/999 0.15 L/999 0.06 1/999 0.04 1/999 0- .04 L/999 0.00 L/999 0.00 L/999 dxL 0.00 0- .00 0.01 0.00 0.02 0- .00 0.01 0.00 0.01 0.00 0.01 [Partial Unbal. Lt)[0C 24.00][DF 1.25] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3 31 PLF @ 2.0 to 31 @ 8.5 y=16.3 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3 4 PLF @ -1.8 to 4 @ 0.0y= 5.1 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1 60 PLF @ -1.8 to 60 0 0.0 ]y=16.3 dxT 60 PLF @ 2.3 to 60 @ 8.5 y=16.3 0.01 60 PLF @ 8.5 to 60 @ 12.3 [y=16.3 - Brg.# 1 Vert.R= 745.2 # Hor.R= -0 Brg.# 2 Vert.R= 650.8 # Hor.R= -0 NMI] [ 09] ( 08] [ 04] [100%] [1004] 04 04 0.03 [Partial Unbal. Rt][01 24.00][DF 1.25][00 1] 0.00 Repetitive Factors Used: Yes 0.05 31 PLF @ -1.8 to 31 @ 2.0(y=16.31[ 01] ---- 31 PLF @ 2.0 to 31 @ 8.5 (y=16.3][ 09] 31 PLF @ 8.5 to 31 @ 12.3 [y=16.31[ 09] 0.00 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.11( 01] 0.01 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 01] 0.01 60 PLF @ -1.8 to 60 @ 2.0 [y=16.3111009] - --- 60 PLF @ 2.0 to 60 @ 6.1 [y=16.3)131001] - Brg.# 1 Vert.R= 775.3 4 Hor.R= O.# 0.02 Brg.# 2 Vert.R= 383.3 4 Hor.R= -0.0# ---- [Partial Unbal, Ltl][0C 24.0C1[DF 1.25 [NM 11 0.02 Repetitive Factors Used: Yes ---- 31 PLF @ -1.8 to 31 @ 2.0 (y=16.3 [ 09] 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3 [ 01] 31 PLF @ 8.5 to 31 @ 12.3 (y-16.3 [ 08] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 [ 08] 20 PLF @ 0.0 to 20 @ 12.3y= 5.1 09] 60 PLF @ -1.8 to 60 @ 0.0 (y=16.3 [10088] 60 PLF @ 9.1 to 60 @ 12.3 ]y-16.3 [1008] Brg.# 1 Vert.R= 522.8 # Hor.R= 0.04 Brg.# 2 Vert.R= 465.2 # Hor.R= 0.0# [Partial Unbal. Rt1110C 24.0C][DF 1.251[RM 1) Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 (y=16.3] 09] 31 PLF @ 2.0 to 31 @ 8.5 (y=16.31 01] 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3] 09] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.11 01] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11 08] 60 PLF @ -1.8 to 60 @ 2.0 (y=16.3] 1009] 60 PLF @ 2.0 to 60 @ 8.5 [y=16.3] 1009] 60 PLF @ 8.5 to 60 @ 12.0 [y=16.3] 100%] Brg.4 1 Vert.R= 871.2 # Hor,R= 0. 4 Brg.# 2 Vert.R= 644.8 # Hor.R= 0.0# (MWFRS ASCE Perp/L++][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3][100%] 10 PLF @ -1.B to 10 @ 0.0 [v=16.3][ 05 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[1( -12 PLF 0 0.0 to -12 @ 12.3 [y=10.5][100; 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 05 10 PLF @ 8.5 to 10 @ 12.3 (y=16.31( 05 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0; -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.31[1( Brg.# 1 Vert.R= 79.7 # Hor.R= 5.9# Brg.# 2 Vert.R= -24.3 # Hor.R= 0.04 [MWFRS ASCE Perp/L+-](0C 24.00][00 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3]11001 10 PLF @ -1.B to 10 @ 0.0 [y=16.31[ OS -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100( 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3]1 04 10 PLF @ 8.5 to 10 @ 12.3 [y=16.31[ 04 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 0) -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1( Brg.# 1 Vert.R= 228.7 # Hor.R= 5.94 Brg.# 2 Vert.R= 124.6 # Hor.R= 0_0# [MWFRS ASCE Perp/L-+)[00 24.001[00 1.60][00 Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 [y=13.3][1004 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 05 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1004 10 PLF•@ 0.040 10 @ 8.5 (y=16.3][ 04 10 PLF•[0• 5•te 10 @ 12.3 ((v�=16.3][ 04 • • -89 PLF•@ -1.8 to -89 @ •0!'11.1J[1( • • • • : (! ff y 10 PLF•@• 0.0•to 10 @ 12.3 4v= 5.1]] 04 -43 PLF•@ 4i.0 to -43 @ 8.5 L fy=13.3](1( • Brg.# 1 eert.R.• -362.2 # RdiAR• • !30.94 Brg.4 2 Vert.= -239.9 # ior.R= • 0.0# • 4'4' • [MWFRS A Per?/L--][OC 20.00](DF t.60][NM •••• P•a tQr! Used: Y� • -52 PLF @ 87 to -52 @ ¶2.i ry=13.3] [1004 10 PLF•@•101.8 to 10 @ •0o8• {y16.3] [ 04 • • -43 PLF @ 0!1 VP -43 @ 2.0 L i�yy=11.6][11 • • • • 12 PLF @ 0.0•1 12 @ tflitillt.5111001 10 PLF @ Opp to 10 @ 8.5 4y=16.3]] 0) • • • 10 PLF @ 8.5 to 10 @ 12.3 1y0016.311 05 • • •0 PLF:@•-0�0•tb • -89-890 @;22.3 ]y=]] .1][0) • • • -43 PLF @ 2.0 to -43 @ 48.5. L 0113.3[11( 4'. •Brg.# 1 Velt!!t• -213.3 # 4or.R= !30.9# Brg.4 2 eejt•R'- 91.0 # Hor.R= -0.04 [MWFRS ASCE Perp/R++][0C 24.00][DF 1.601[00 Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 (y=13.3][1004 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3]( 04 -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 1y=10.5][1004 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 04 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 05 -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 04 -27 PLF @ 2.0 to -27 @ 8.5 L (y=13.3)(1( Brg.# 1 Vert.R= -129.9 4 Hor.R= 68.7# Brg.# 2 Vert.R= -66.0 4 Hor.R= 0.0# [MWFRS ASCE Perp/R+-110C 24.00][00 1.60)[NM Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.31[1005 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 05 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100; 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3]1 0; 10 PLF @ 8.5 to 10 @ 12.3 [y=16.311 05 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]] 0) -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[1( Brg.# 1 Vert.R= 19.0 4 Hor.R= 68.7# Brg.# 2 Vert.R= 83.0 # Hor.R= -0.04 [MWFRS ASCE Perp/R-+]]0C 24.00][00 1.60](NM Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 [y=13.3](1009] 10 PLF @ -1.8 to 10 @ 0.0 [y==16.3]1 09] -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.61[100%] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.31( 0%1 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 0%] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1009] 10 OLE @ 0.0 to 10 @ 12.3 [y= 5.1][ 08] -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[100%) Brg.# 1 Vert.R= -154.4 # Hor.R= 68.7# Brg.# 2 Vert.R= -199.0 # Hor.R= 0.00 [MWFRS ASCE Perp/R--][0C 24.00](DF 1.60][NM 11 Repetitive Factors Used: Yes - 52 PLF @ 8.5 to -52 @ 12.3 [y=13.3][1009] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 0%] -27 PLF @ 0.0 to -27 @ 2.0 L [yy=-11.6][1009] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1000] 10 PLF 0 0.0 to 10 @ 8.5 (y=16.3]( 09] 10 PLF 0 8.5 to 10 @ 12.3 y=16.3][ 0%] -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.11[100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 091 -27 PLF @ 2.0 to -27 @ 8.5 L [y=133.3]]100%] Brg.# 1 Vert.R= -5.5 # Hor.R= 68.7# Brg.# 2 Vert_R= _ 50.1 # Hor.R= -0.0# - [MWFRS ASCE Parl++][0C 24.00][DF 1,60](NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3]]10001 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.3]] 09] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1009] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[100%1 10 PLF @ 0.0 to 10 @ 8.5 (y=16.31( 09) 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 091 -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 09] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1009] Brg.# 1 Vert,R= -10.8 # Hor.R= 26.8# Brg.# 2 Vert.R= -17.5 # Hor.R= 0_00 (MWFRS ASCE Parl+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 10 PLF @ 8.5 to -10 @ 12.3 [y=13.31[100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31( 09] - 10 PLF @ 0.0 to -10 @ 2.0 L (y=11.6](100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][10091 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 0%] 10 PLF @ 8.5 to 10 @ 12.3 y=16.3][ 09] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][100%1 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.11[ 08] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1009] Brg.# 1 Vert.R= 138.1 0 Hor.R= 26.80 Brg.# 2 Vert.R= 131.4 0 Hor.R= -0.00 [MWFRS ASCE Parl-+][0C 24.00][DF 1.60][NM 1) Repetitive Factors Used: Yes -17 PLF @ 8.5 to -17 @ 12.3 [y=13.31[100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 09] - 17 PLF @ 0.0 to -17 @ 2.0 L [y=11.6][100%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][10001 10 PLF @ 0.0 to 10 @ 8.5 ]y=16,31[ 09] 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 09] - 17 PLF @ -1.8 to -17 @ 0.0 L [y=11.11[100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 0%1 -17 PLF @ 2.0 to -17 @ 8.5 L [y=13.3][1008] Brg.0 1 Vert.R= -65.7 # Hor.R= 44.70# Brg.# 2 Vert.R= -60.3 # Hor.R= 0.00 (MWFRS ASCE Parl--][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -17 PLF @ 8.5 to -17 @ 12.3 (y=13.3]]1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3]1 091 -17 PLF @ 0.0 to -17 @ 2.0 L [y=11.6][10001 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 10 PLF @ 0.0 to 10 @ 8.5 [y=16,3)][[ 001 10 PLF @ 8.5 to 10 @ 12.3 [y=16.31[ 091 -17 PLF @ -1.8 to -17 @ 0.0 L [yy--11.1][1009] 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 09] -17 PLF @ 2.0 to -17 @ 8.5 L [y=13.3]]1000] Brg.# 1 Vert.R= 83.3 # Hor.R= 44.7# Brg.# 2 Vert.R= 88.6 # Hor.R= 0.00 [MWFRS ASCE PrpD/L+-](0C 24.00][DE 1.601[00 1 Repetitive Factors Used: Yes - 10 PLF @ 8.5 to -10 @ 12.3 [y=13.3][10091 31 PLF @ -1.8 to 31 @ 0.0 (y=16.3]1 00] -10 PLF @ 0.0 to -10 @ 2.0 L 1y=11,6][1009 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 0%] 30 PLF @ 8.5 to 30 @ 12.3 [y=16.3][ 09] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]] 0%] -10 PLF @ 2.0 to -10 @ 8.5 L (y=13.3)(100% Brg.0 1 Vert.R= 458.2 4 Hor.R= 5.90 Brg.# 2 Vert.R= 306.2 0 Hor.R= -0.0# [MWFRS ASCE PrpD/L--][00 24.00][DE 1.601[40 1 Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 [y=13.3]]100%1 31 PLF @ -1.8 to 31 @ 0.0 ]y=16.3][ 09] - 43 PLF @ 0.0 to -43 @ 2.0 L [yq=11.6]][[100% 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]1 09] 30 PLF @ 8.5 to 30 @ 12.3 (y=16.3][ 09[ -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[100% 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 09] - 43 PLF @ 2.0 to -43 @ 8.5 L [y=13.31[1009 Brg.# 1 Vert.R= 16.3 # Hor.R= 130.9# Brg.# 2 Vert.R= 90.6 0 Hor.R= -0.00 [MWFRS ASCE PrpD/R+-1[0C 24.00](DF 1.60][NM 1 Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3](1009] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.31[ 09] -27 PLF @ 0.0 to -27 @ 2.0 L ]y=11.6][1009 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 091 30 PLF @ 8.5 to 30 @ 12.3 [y=16.3][ 0%1 - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100% 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11[ 00] -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[1009 Brg.# 1 Vert.R= 248.6 0 Hor.R= 68.74 Brg.# 2 Vert.R= 264.5 0 Hor.R= -0.00 [MWFRS ASCE PrpD/R--][0C 24,00]]DF 1.60][NM 1 Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 ]y=13.3][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3]1 081 - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1009 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]( 09] 30 PLF @ 8.5 to 30 @ 12.3 [y=16.31( 09] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1009] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]1 0%] -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1000] Brg.# 1 Vert.R= 224.1 # Hor,R= 68.78 Brg.0 2 Vert.R= 131.5 0 Hor.R= _0.0# (MWFRS ASCE Pr1D+-][00 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 (y=13.3][1009] 31 PLF @ -1.8 to 31 @ 0.0 [y--16.3][ 09] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 09] 30 PLF @ 8.5 to 30 @ 12.3 [y=16.3][ 09] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1)[1009] 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1]( 09] - 10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1000] Brg.# 1 Vert.R= 367.7 0 Hor.R= 26.80 Brg.0 2 Vert.R= 313.0 4 Hor.R= 0.0# [MWFRS ASCE PrD1--1 Repetitive Factors -17 PLF @ 8.5 to 31 PLF @ -1.8 to -17 PLF @ 0.0 to 12 PLF @ 0.0 t0 31 PLF @ 0.0 to 30 PLF @ 8.5 to -17 PLF @ -1.8 to 20 PLF @ 0.0 to -17 PLF @ 2.0 to [0C 24.00][DF 1.60][NM 11 Used: Yes -17 @ 12.3 [y=13.3][1009] 31 @ 0.0 [y=16.31( 00] -17 @ 2.0 L (y=11.61[10001 12 0 12.3 [y=10.51[100%1 31 @ 8.5 [y=16.31[ 00] 30 @ 12.3 [y=16.3][ 09] -17 @ 0.0 L [y=11.1](1009] 20 @ 12.3 [y= 5.1][ 09] -17 @ 8.5 L (y=13.3][100%] Brg.# 1 Vert.R= 312.8 # Hor.R= 44.7# Brg.0 2 Vert.R= 270.2 # Hor.R= _0.00 [C&C ASCE Wind Lt -+][0C 29 00][DF 1.60][00 1] Repetitive Factors Used: Yes -89 PLF @ 8.5 to -89 @ 11.5 [y=13.3](1009] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 00] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[100%] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.311 09] - 63 PLF @ 11.5 to -63 @ 12.3 [y=13,31[100%1 -56 PLF @ 1.2 to -56 @ 2.0 L [yy=11.6][100%] 10 PLF @ 1.2 to 10 @ 8.5 [y=16.3][ 09] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](1009] 10 PLF @ 8.5 to 10 @ 11.5 [y=16.31[ 09] -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%] 10 PLF @ 11.5 to 10 @ 12.3 [y=16.31( 09] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 09] -56 PLF @ 2.0 to -56 @ 8.5 L [y=13.3]]1000[ [C&C ASCE Wind Rt -+110C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 5.6 L [y=12.5][1009] - 89 PLF @ 9.3 to -89 @ 12.3 [y=13,3][100%] 10 PLF @ -1.8 to 10 @ 5.5 [y=16.3]( 00] -91 PLF @ 5.6 to -91 @ 8.5 L [yy=13.3](1009] 10 PLF @ 5.5 to 10 @ 8.5 [y=16.3][ 0%1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1009] 10 PLF @ 8.5 to 10 @ 9.3 [9=16.31[ 09] - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[100%) 10 PLF @ 9.3 to 10 @ 12.3 [y=16.31[ 09] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 00] - 63 PLF @ 8.5 to -63 @ 9.3 [y=13.311100%] (C&C ASCE Wind Lt --](00 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes - 89 PLF @ 8.5 to -99 @ 11.5 (y=13.31[100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 0%] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1000] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.3][ 091 -63 PLF @ 11.5 to -63 @ 12.3 [y=13.3](1009] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6][100%] 10 PLF @ 1.2 to 10 @ 8.5 [y=16.31[ 09] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](1009] 10 PLF @ 8.5 to 10 @ 11.5 [y=16.3][ 09] -91 PLF @ 0.0 to -91 @ 1.2 L [9=11.4][10091 10 PLF @ 11.5 to 10 @ 12.3 [y=16.31( 00] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]] 09] -56 PLF @ 2.0 to -56 @ 8.5 L [y=13.3][1000] (C&C ASCE Wind Rt --][00 24.00][DF 1.60][00 11 Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 5.6 L [y=12,5](100%] - 89 PLF @ 9.3 to -89 @ 12.3 (y=13.3][1009[ 10 PLF @ -1.8 to 10 @ 5.5 [y=16.3]( 09] - 91 PLF @ 5.6 to -91 @ 8.5 L [y=13.3[]1008] 10 PLF @ 5.5 to 10 @ 8.5 (y=16.3]j 09] 12 PLF @ 0.0 to 12 @ 12.3 [y-10.51[100%] 10 PLF @ 8.5 to 10 @ 9.3 [p=16.311 0%[ - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[1000) 10 PLF @ 9.3 to 10 @ 12.3 [y=16.311 09] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 09] -63 PLF @ 8.5 to -63 @ 9.3 [y=13.31[10091 [C&C ASCE Wind Lt --0110C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -89 PLF @ 8.5 to -B9 @ 11.5 [y=13.3][100%] 31 PLF @ -1.8 to 31 @ 0.0 (y=16.31( 0%1 -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][100%] 31 PLF @ 0.0 to 31 @ 1.2 [y=16.31( 00] - 63 PLF @ 11.5 to -63 @ 12.3 [y=13.3](1009] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6](1009] 31 PLF @ 1.2 to 31 @ 8.5 [y=16.311 0%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 30 PLF @ 8.5 to 30 @ 11.5 [y=16.311 001 -91 PLF @ 0.0 to -91 @ 1.2 L (y=11.4][100%] 30 PLF @ 11.5 to 30 @ 12.3 [y=16.3]( 0%) 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 09] - 56 PLF @ 2.0 to -56 @ 8.5 L [y=13.3][1009] [C&C ASCE Wind Rt--D1[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 5.6 L [y=12.5]]1001] - 89 PLF @ 9.3 to 31 PLF @ -1.8 to - 91 PLF @ 5.6 to 31 PLF @ 5.5 to 12 PLF @ 0.0 to 30 PLF @ 8.5 to - 56 PLF @ -1.8 to 30 PLF @ 9.3 to 20 PLF @ 0.0 to -63 PLF @ 8.5 to • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • -89 @ 12.3 [y=13.3][1009] 31 @ 5.5 [y=16.3)[ 00] -91 @ 8.5 L [y=13.3[11000] 31 @ 8.5 ]y=16.311 091 12 @ 12.3 [y=10.51(10091 30 @ 9.3 [y=16.3)( 09] -56 @ 2.0 L 1y=11.61[1009] 30 @ 12.3 [y=16.31[ 00] 20 @ 12.3 (y= 5.111 0%] -63 @ 9.3 [y=13.3111009] • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • •••• • • • •• • • • • Job:(16124N) / A7 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 130 (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. T 1 10'6"8 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE 1181 W1.5X4 S 2.75 1114X5(R) 1'9"8 —� 1=3X4 T T 0 M • • •••�•• • • • • • • •• • •• • • • • • •• • • •••• •• • •1 • • • • 9,•••• • •• LEFT RAKE = 1'8"10 PLT.TYP.-WAVE 1'8" si R=871# U=351# RL=152# W=8" (Rigid Surface) DESIGN CRIT=FBC2014RES)TPI-2007 FT/RT=2056(0%)/ 1(0) 12.4" QTY= 1 TOTAL= 1 R=682# U=229# W=8" (Rigid Surface) ••• • • • • • • • •• • • • SEQ = 489143 REV. 15.01.01C.0610.23 SCALE =0.5000 • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3615 PARK COJTRALBLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require cabana care in fabricating, hwnd5ng. shippinp inetafag and bracing Refer to and follow the latest edition of SCSI (Building Component Safely Information, by TPI and WTCA) for safety practices prior to performing these functions. installers shell provide temporary bracing per SCSI. Unless noted otherwise, top chord shell have properly attached starches) sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral reehamt of webs shall terve bracing instated per SCSI sections B3, 57 or 810, as applcab)e. Apply plates to each face of truss and positron as shown above and on the Joint Dates, unless noted otherwise. Refer to drewings 160A -Z for standard prate positions. IT W BuDINg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to bred the trues o1 conformance with ANSI/TPI 1, or for handling, shipping, msteliation & bracing of trusses. A.al on this drawing or covp.g• flan No drawing, Mottos rwwphnnos of profsplotul •ngln..nrg monomial), wily for till dalgn .hewn The wb.b•y end ins of this drawing for .nystructure 6 the mpomlblNy of the Bu5dlrg Designer perANSVTPI 1 Seat. For more information see this job's general notes Page and these web &0ea: ITWSCG: vnww.ihrbcg.eom; TPI: wwnlpbre0og; WTCA www.ebcmduetry.cam, ICC: www.icosale.og TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPM (ALPINE)[FBC2014Res/TPI-2007](A7][16124N/1] (TCLL 30.0][TCDL 15.01[BCDL 10.0][BCLL 0.0][DF 1.251[0C 24.0][NM 1][SOFFIT 2.0) ===Bearings==(X-Loc1[React][Min Size Req]== [ 0.00:[ 871] [ 22591[0.13] [11.671] 6621[0.13] EndPts MaxTen MaxComp 0- 1 40 0 4- 6 527 -1167 7-10 533 -1125 10-12 207 -450 11-16 227 -375 5- 9 1045 -637 9-14 1053 -633 14-18 1 -1 15-17 454 -746 2- 3 561 -781 2- 4 533 -1203 1- 2 207 -109 4- 5 19 -49 3- 5 1054 -641 6- 8 522 -1126 7- 8 1123 -524 12-13 207 -362 11-13 375 -227 15-16 454 -746 17-18 746 -454 EndPts MaxTen MaxComp 8- 9 207 -11 10-14 440 -745 13-14 256 -152 14-16 781 -472 Node X -Loc Y -Loc 0 -1.74 10.42 1 0.00 10.86 2 0.15 10.75 3 0.15 10.70 4X5(A1) 0.80 0.36 4 0.92 11.08 5 0.99 10.65 6 2.00 11.44 4X8(R) 0.80 0.97 7 2.00 11.44 8 2.00 11.44 9 2.15 10.65 1.5X4 0.80 0.38 10 6.53 12.65 1.5X4 0.80 0.48 11 10.54 13.65 4X5(R) 0.80 0.39 12 10.54 13.65 13 10.54 13.65 14 10.69 10.65 308 0.80 0.84 15 12.33 13.66 3X4 0.80 0.95 16 12.33 13.66 17 12.33 10.65 1.504(18] .80 1.00 18 12.33 10.65 AXL BND CSI GLC S Grade 0.00 0.06 0.06 25 8 SP SS 0.00 0.05 0.05 2 8 SP SS 0.01 0.63 0.64 1 4 SP #2 N 0.00 0.48 0.49 1 4 SP #2 N 0.00 0.15 0.15 26 4 SP #2 N 0.18 0.14 0.32 4 4 SP #2 N 0.16 0.72 0.88 2 4 SP #2 N 0.00 0.60 0.60 2 4 SP #2 N 0.14 0.01 0.14 24 4 SP #3 -_ = Plate Member =-= PLATE MEMBER 0.00 0.06 0.06 25 8 SP SS -=-=Fictious Member=-=- SP SS -= Plate Member =-= PLATE MEMBER 0.24 0.06 0.30 1 4 SP #2 N -=-=Fictious Member=-=- SP SS -=-=Fictious Member=-=- SP #2 N -=-=Fictious Member=-= SP #2 N -=-=Fictious Member= =- SP #2 N =-=Fictious Member=-=- SP #3 -=-=Fictious Member=-=- SP #3 AXL GLC S Grade 0.08 2 4 SP #3 0.32 1 4 SP #3 0.08 16 4 SP #3 Length Brace 7.77 52.00 32.63 35.70 Plate Cq JSI Method deflY(L) 0.02 L/999 0.00 L/999 0.03 L/999 0.03 L/999 N 0.07 L/999 N 0.08 L/999 N 0.02 L/999 N 0.01 L/999 N 0.01 L/999 N 0.00 L/999 N 0.00 L/999 Length Pitch Brace 21.52 3.00 Plywd 13.65 3.89 Plywd 56.24 3.21 Plywd 49.66 3.01 Plywd 21.50 0.02 Plywd 13.86 -0.00 Diaph 102.50 -0.00 Diaph 19.75 -0.00 Diaph 32.63 -Bending Web - 0.50 -Vert- 10.12 5.28 2.19 -9.07 5.34 -71.88 10.17 -0.82 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- deflY(T) dxL 0.03 L/612 0.00 0.00 L/999 0.10 L/999 0.10 L/999 0.23 L/637 0.25 L/592 0.05 L/999 0.02 L/999 0.02 L/999 0.00 L/999 0.00 L/999 0.00 0.01 0.00 0.03 0.00 0.01 0.01 0.01 0.01 0.01 [STD.AUTO.LOAD][OC 24.00][08 1.25][NM 11 Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [[y=16.8][ 08 31 PLF @ 2.0 to 31 @ 10.5 [y=16.8]1 0% 31 PLF @ 10.5 to 31 @ 12.3 [y=16.8]1 0% 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.111 08 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 01 60 PLF @ -1.8 to 60 @ 2.0 [y=16.8]j1008 60 PLF @ 2.0 to 60 @ 10.5 [y=16.8111008 60 PLF @ 10.5 to 60 @ 12.3 [y=16.81[100% Brg.# 1 Vert.R= 871.4 # Hor.R= -0.0# Brg.# 2 Vert.R= 662.1 # Hor.R= 0.0# [FBC pass 02](0C 24.00](DF 1.25][NM 1] Repetitive Factors Used: Yes Plywd 31 PLF @ -1.8 to 31 @ 2.0 (y=16.8]1 03 31 PLF @ 2.0 to 31 @ 10.5 [y=16.8]1 08 31 PLF @ 10.5 to 31 @ 12.3 (y=16.8]1 04 Diaph 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1]( 01 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 04 20 PLF @ 0.0 to 20 @ 12.3 f[y= 5.1111001 Brg.0 1 Vert,R= 508.7 # Hor.R= 0.00 Brg.# 2 Vert.R= 427.0 # Hor.R= 0.00 [Partial Unbal. LtJ]0C 24. Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 10.5 to 31 @ 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 60 PLF @ -1.8 to 60 @ dxT 60 PLF @ 2.3 to 60 @ 0.01 60 PLF @ 10.5 to 60 @ Brg.# 1 Vert,R= 745.2 # Brg.0 2 Vert.R= 650.8 # 0.00=__________=-_ 0.05 [Partial Unbal. Rt][0C 24. 0.00 Repetitive Factors Used: 0.09 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 10.5 to 31 @ 0.00 4 PLF @ -1.8 to 4 @ 0.02 20 PLF @ 0.0 to 20 @ 0.02 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.0 to 60 @ Brg.# 1 Vert.R= 782.6 # 0.02 Brg.# 2 Vert.R= 390.6 # 00][DF 1.25][NM 1] Yes 2.0 [y=16.8] 08] 10.5 [y=16.81 08] 12.3 [y=16.811 08] 0.0 fl 123 y 5.1] 081 0.0 [y=16.81 10091 10.5 [y=16.8] 1008] 12.3 y=16.8] 10081 Hor.R= -0.00 Hor.R= 0.0# 00][DF 1.25][NM 1] Yes 2.0 [y=16.81[ 01]] 10.5 1y=16.81( 0%1 12.3 [y=16.81( 08] 0.0 [y= 5.1)[ 08] 12.3 [y= 5.111 00] 2.0 [y=16.8][100%] 6.3 [y=16.8][10011] Hor.R= 0.0# Hor.R= -0.00 - [MWFRS ASCE Perp/L++][0C 24.001108 1.601(90 1] 0.02 Repetitive Factors Used: Yes - --- -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8)(100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8](( 08] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] - 12 PLF @ 0.0 to -12 @ 12.3 (y=10.5][100%] 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81[ 01] 10 PLF @ 10.5 to 10 @ 12.3 [y=16.811 08] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.111100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.811100%1 Brg.# 1 Vert.R= 81.4 # Hor.R= 10.90 Brg.# 2 Vert.R= -24.9 # Hor.R= -0.0# [MWFRS ASCE Perp/L+-][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.81[100%1 10 PLF @ -1.8 to 10 @ 0.0 1y=16.811 08] - 10 PLF @ 0.0 to -10 @ 2.0 L [yy-=11.6]][[100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 10.5 [y=16.8][ 01] 10 PLF @ 10.5 to 10 @ 12.3 [y=16.81[ 08] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11(1004) 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11( 03] - 10 PLF @ 2.0 to -10 @ 10.5 L [y=13.98][100%] Brg.# 1 Vert.R= 230.3 0 Hor.R= 10.90 Brg.# 2 Vert.R= 124.0 # Hor,R= -0.00 [MWFRS ASCE Perp/L-+][0C 24.00]]DF 1.60](NM Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 (y=13.8111001 10 PLF @ -1.8 to 10 @ 0.0 [y=16.811 01 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( - 12 PLF @ 0.0 to -12 @ 12.3 (y=10.5)11001 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81[ 01 10 PLF @ 10.5 to 10 @ 12.3 [y=16.81[ Oi -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 01 - 43 PLF @ 2.0 to -43 @ 10.5 L [y=13.8][1( Brg.# 1 Vert.R= -351.5 # Hor.R= 151.7# Brg.0 2 Vert.R= _229.5 # Hor.R= 0.00 [MWFRS ASCE Perp/L--][0C 24.00)[DF 1.60][NM Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 [y=13.8](100) 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8][ 01 -43 PLF @ 0.0 to -43 @ 2.0 L (y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81[ 01 10 PLF @ 10.5 to 10 @ 12.3 (y=16.8][ 01 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1)[1( 10 PLF @ 0.0 to 10 @ 12.3 [y=„5.1][ 01 -43 PLF @ 2.0 to -43 @ 10.5 L [y=13.8][1( Brg.# 1 Vert,R= -202.6 # Hor.R= 151.7# Brg.# 2 Vert.R= -80.5 # Hor.R= -0.0# [MWFRS ASCE Perp/R++110C 24 00][DF 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8](1001 10 PLF•@-1.8•to 10 @ 0.0 [y=16.8][ 01 -27 PLF60, il•0•t• -27 @ 2.0 L (y=11.61[1( • • -12 PLRD@ 0.0 to -12 040211114y610.51(100) • • • 10 PLF 0.0 to 10 @ 10.5 16.8][ 01 • • • • u 10 PLF5 • jl t� 10 @ 12.3 Ty 616.8 ] 1 01 27 PLF•@-1.90to -27 9 •atioio .11.1][1( • 10 PLF @ 0.0 to 10 12. 3 [y=„5.11[ 0; -27 PLF @ 2+0 to -27 13.8][1( •••• Brg.# 1y9iit.Ry -133.3 or.R= •81.70 • •Brg.# 24er1.R= •-93.3 # Hor.R= 0.0# [MWFRS tm jf2.60] (NM • •Rpttivs%Used: Yes •• •• -10 PLF @ 10.5.t! -10 @4,20.9,TyP.8] j1001 10 PLF @ -1.8 to 10 @ 0.0 -16.8][ 01 • • • -27 PLF @ 0.0 to -27 @ 2.0 jy=11.6][1( • • 12 PLI•@ 0.00to 12 PIAJogy)0.51]1001 10 PLI01!111000tt 10 810.5 ]y=1.8]] 01 • • • • • 10 PLF•@ 10.5 t0 10 @ 2. 3 jyi 8]] 01 •• • -27 PLF S•1•B.to -27 0.0.0 L [;s11.1](1( 10 PLI•@ 010 tit 10 @ 12.3 [y= 5.111 01 -27 PLF 1'.2.0 et -27 @ 10.5 L ]y=13.8](1( Brg.# 1 Vert.R= 15.7 # Hor.R= 81.7# Brg.# 2 Vert.R= 55.6 # Hor.R= -0.00 [MWFRS ASCE Perp/R-+][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 ]y=13.8][1008 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.81[ 01 -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5]]1001 10 PLF @ 0.0 to 10 @ 10.5 [y=16.8]1 01 10 PLF @ 10.5 to 10 @ 12.3 [y=16.811 Oi -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11 01 - 27 PLF @ 2.0 to -27 @ 10.5 L (y=13.81[1( Brg.# 1 Vert.R= -138.7 # Hor.R= 81.7# Brg.# 2 Vert.R= -162.2 # Hor.R= 0.0# ]MWFRS ASCE Perp/R--][0C 24.001]DF 1.601]NM Repetitive Factors Used: Yes - 52 PLF @ 10.5 to -52 @ 12.3 ]y=13.8][100 10 PLF @ -1.8 to 10 @ 0.0 ]y=16.81] 0 - 27 PLF @ 0.0 to -27 @ 2.0 L ]y=11.61]1 12 PLF @ 0.0 to 12 @ 12.3 [y=10,511100 10 PLF @ 0.0 to 10 @ 10.5 ]y=16.811 0 10 PLF @ 10.5 to 10 @ 12.3 ]y=16.8]1 0 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 0 - 27 PLF @ 2.0 to -27 0 10.5 L [y=13.8]11 Brg.# 1 Vert.R= 10.2 # Hor.R= 81.7# Brg.# 2 Vert.R= -13.3 # Hor.R= 0.00 [MWFRS ASCE Parl++)[OC 24.00][DF 1.601[NM 1] Repetit:ve Factors Used: Yes - 10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.81[ 09) - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[100%1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[100%1 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81( 0%] 10 PLF @ 10.5 to 10 @ 12.3 [y=16.81( 0%1 -10 PLF @ -1.8 to -10 @ 0.0 L (y=11.11(10011 10 PLF @ 0.0 to 10 @12.3 [y=5.1]) 0%1 - 10 PLF @ 2.0 to -10 @ 10.5 L (y=13.8)]10011 Brg.# 1 Vert.R= -9.1 # Hor.R= 31.990# Brg.0 2 Vert.R= -18.1 # Hor.R= -0.0# [NWFRS ASCE Parl+-)(OC 24.00][DF 1.601(NM 1] Repetit_ve Factors Used: Yes - 10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][1009] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.81[ 091 -10 PLF @ 0.0 to -10 @ 2.0 L (y=11.61[1000] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.511][1009]1 10 PLF @ 10.5 to 10 @ 12.3 [y=16.81( 061 - 10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1](1009] 10 OLE @ 0.0 to 10 @ 12.3 [y= 5.111 0%1 -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.81[100%] Brg.# 1 Vert.R= 139.8 # Hor.R= 31.90 Brg.# 2 Vert.R= 130.8 # Hor,R= -0.011 [MWFRS ASCE Parl-+][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes - 29 PLF @ 10.5 to -29 @ 12.3 [y=13.8][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8]] 001 -29 PLF @ 0.0 to -29 @ 2.0 L [yy=11.6)[[1009] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%1 10 PLF 0 0.0 to 10 @ 10.5 (y=16.81] 091 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8][ 011 -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1](100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] -29 PLF @ 2.0 to -29 @ 10.5 L [y=13.81[100%1 Brg.0 1 Vert.R= -152.7 # Hor.R= 88.54 Brg.# 2 Vert.R= -134.2 # Hor.R= -0.04 (MWFRS ASCE Parl--][0C 24.00)(DF 1.601[NM 1] Repetit_ve Factors Used: Yes - 29 PLF @ 10.5 to -29 @ 12.3 [y=13.8][100%) 10 PLF @ -1.8 to 10 @ 0.0 [y=16.81) 09]] - 29 PLF @ 0.0 to -29 @ 2.0 L [y=11.61[100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51(1000[ 10 PLF @ 0.0 to 10 @ 10.5y=16.81( 0%)j 10 PLF 010.5 to 10@12.3 [y=16.8][ 0%1 -29 PLF @ -1.8 to -29 @ 0.0 L (y=11.1][1009] 10 PLF 0 0.0 to 10 @ 12.3 (y= 5.1][ 091 -29 PLF @ 2.0 to -29 @ 10.5 L (y=13.8))1000) Brg.# 1 Vert.R= -3.8 # Hor.R= 88.5# Brg.# 2 Vert.R= 14.7 # Hor,R= 0.0# [MWFRS ASCE PrpD/L+-1[0C 24.00))0F 1.60)[NM 11 Repetit:ve Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][100%] 31 PLF 0 -1.8 to 31 @ 0.0 (y=16.8)[ 01) - 10 PLF @ 0.0 to -10 @ 2.0 L [yy==-11.61[1008] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.51[100%1 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8]( 0%) 30 PLF 0 10.5 to 30 @ 12.3 [y=16.8]( 00) 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[100%1 20 PLE @ 0.0 to 20 @ 12.3 [y== 5.1]]( 0%) -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.81(100%1 Brg.0 1 Vert.R= 460.2 0 Hor.R= 10.9# Brg.# 2 Vert.R= 306.5 # Hor.R= -0.00 (MWFRS ASCE PrpD/L--][OC 24.00][DF 1.60)[NM 1] Repetit:ve Factors Used: Yes - 52 PLF @ 10.5 to -52 @ 12.3 [y=13.8][100%] 31 PLF 0 -1.8 to 31 @ 0.0 (=16.81[ 09) -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.61[100%1 12 PLF @ 0.0 to 12 @ 12.3y=10.51[100%1 �1 PLF 0 0.0 to 31 @ 10.5 [y=16.8][ 01] 30 PLF 0 10.5 to 30 @ 12.3 [y=16.811 0%) -89 PLF @ -1.8 to -89 @ 0.0 L [p=11.1](100%1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1)( 09) -43 PLF @ 2.0 to -43 @ 10.5 L [y=13.8][1009] Brg.# 1 Vert.R= 27.3 # Hor.R= 151.7# Brg.# 2 Vert.R= 102_0 # Hor.R= _0_0# [MWFRS ASCE PrpD/R+-][0C 24.00][DF 1.601[NM 11 Repetitive Factors Used: Yes - 10 PLF @ 10.5 to -10 @ 12.3 [y=13.81[1001] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.8][ 09) -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%1 31 PLF @ 0.0 to 31 @ 10.5 )y=16.8[[ 0%1 30 PLF @ 10.5 to 30 @ 12.3 [y=16.8][ 09] - 27 PLF @ -1.8 to -27 @ 0.0 L [y==11.1][100%) 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 091 -27 PLF @ 2.0 to -27 @ 10.5 L [y=13.811100%1 Brg.# 1 Vert.R= 245.5 0 Hor.R= 81.7# Brg.# 2 Vert.R= 238.2 # Hor.R= 0.0# [MWFRS ASCE PrpD/R--110C 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 [y=13.8)[1009) 31 PLF @ -1.8 to 31 @ 0.0 [y=16.8]1 09] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8][ 0%1 30 PLF @ 10.5 to 30 @ 12.3 1y=16.8]1 09] - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]1 0%] -27 PLF @ 2.0 to -27 @ 10.5 L (y=13.81[100%) Brg.# 1 Vert.R= 240.0 0 Hor.R= 81.70 Brg.# 2 Vert.R= 169.2 # Hor.R= -0.00 [MWFRS ASCE Pr1D+-](0C 24.00]IDE 1.601[110 1] Repetitive Factors Used: Yes - 10 PLF @ 10.5 to -10 @ 12.3 (y=13.8][10091 31 PLF @ -1.8 to 31 @ 0.0 1y=16.81( 011 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1009] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1009] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8][ 09] 30 PLF @ 10.5 to 30 @ 12.3 (y=16.8][ 011 -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11[1009] 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1)[ 01] -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.811001] Brg.# 1 Vert.R= 369.6 # Hor.R= 31.9 Brg.# 2 Vert.R= 313.4 0 Hor.R= _0_0# [MWFRS ASCE PrDl--][OC 24.00)[DF 1.601[00 11 Repetitive Factors Used: Yes - 29 PLF @ 10.5 to -29 @ 12.3 [y=13.8)[100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.81[ 01) - 29 PLF @ 0.0 to -29 @ 2.0 L [y==11.61[100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 31 PLF @ 0.0 to 31 9 10.5 [y=16.8] [ 0%) 30 PLF @ 10.5 to 30 @ 12.3 [y=16.8][ 00] -29 PLF @ -1.8 to -29 @ 0.0 L (y=11.1][100%1 20 PLF @ 0.0 to 20 @ 12.3 [y-= 5.1][ 09) -29 PLF @ 2.0 to -29 @ 10.5 L [y=13.81[100%1 Brg.# 1 Vert.R= 226.1 0 Hor.R= 88.5# Brg.# 2 Vert.R= 197.2 # Hor.R= 0.0# [C&C ASCE Wind Lt -+][0C 24.00][00 1.6011110 11 Repetitive Factors Used: Yes - 56 PLF @ 2.0 to -56 @ 10.5 L [y=13.81[100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.811 01] -89 PLF @ 10.5 to -89 @ 12.3 [y=13.8][100%) 10 PLF @ 0.0 to 10 @ 1.2 [y=16.81( 011 -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[100%1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF @ 1.2 to 10 @ 10.5 [y=16.81[ 011 - 56 PLF @ 1.2 to -56 @ 2.0 L (y=11.61[10091 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8][ 011 10 PLF @ 0.0 to 10 @ 12.3 y= 5.1][ 01] -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%1 [C&C ASCE Wind Rt -+][OC 24.00)[DF 1.60][00 1] Repetitive Factors Used: Yes -89 PLF @ 10.5 to -89 @ 12.3 [y=13.81[100%1 -56 PLF @ 2.0 to -56 @ 7.6 L [y=13.0][1009) 10 PLF @ -1.8 to 10 @ 7.5 [y=16.811 0%1 - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[100%1 10 PLF @ 7.5 to 10 @ 10.5 [y=16.811 011 -91 PLF @ 7.6 to -91 @ 10.5 L [y=13.8][100%) 10 PLF @ 10.5 to 10 @ 12.3 1y=16.81[ 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]] 091 - 56 PLF @ _1_8 to -56 @ 2.0 L [y=11_6](100%] (C&C ASCE Wind Lt --][0C 24.00][DF 1.601[00 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 10.5 L [y=13.8][100%] 10 PLF @ -1,8 to 109 0.0 [ =16.8][ 09] -89 PLF 0 10.5 to -89 @ 12.3 ly=13,8][1009] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.8]1 0%) -1211B 9 0-,10 .8toto -112490 @ 2,0yL= 1y=511110001] 10 PLF @ 1,2 to 160010250[r411161[1100%1 0 @ 10,5 [p=16.8][ 09] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6])100%[ 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8]1 09] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 01] -91 PLF @ 0.0 to -91 @ 1.2 L (y=11.41[1009] [C&C ASCE Wind Rt --][OC 24.00[[DF 1.601(NM 1] RetF iv@ e 1otros Used@ 12Y.es (y=3 13.8][1001] -56 PLF @ 2.0 to -56 @ 7.6 L [y=13.0][1001] 10 PLF @ -1.8 to 10 @ 7.5 [y=16.81[ 091 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1009] 109 010 @ 7.5 tot 10910.5 [y9=16.6]( 01]] -91 PLF @ 7.6 to -91 @ 10.5 L [y=13.8[[100%[ 10 PLF @ 10.5 to 10 @ 12.3 [y=16.81[ 09] 161498 6 @8 0-10. 8 5 6 @ 9 1223. 0 [ [y5=.11.( 6]0[910 09] [C&C ASCE Wind Lt --D[[01 24.00][DF 1.60)[50 11 Repetitive Factors Used: Yes - 56 PLF @ 2.0 to -56 @ 10.5 L [y=13.8][1001] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.8][ 09] -89 PLF @ 10.5 to -89 @ 12.3 [y=13.8][100%] 31 PLF @ 0.0 to 31 @ 1.2 [y=16.81[ 091 -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001] 31 PLF @ 1.2 to 31 @ 10.5 [y=16.811 09] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6][100%] 30 PLF @10.5 to 30@12.3 [y=16.81[ 09] 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 01] _91 PLF @ 0.0 to -91 @ 1.2 L [y=11.4][100%1 [C&C ASCE Wind Rt--D][OC 24.00)[DF 1.601[00 1] Repetitive Factors Used: Yes - 89 PLF @ 10.5 to -89 @ 12.3 [y=13.8][100%] -56 PLF @ 2.0 to -56 @ 7.6 L [y=13.01[100%1 31 PLF @ -1.8 to 31 @ 7.5 [y=16.81[ 09] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%1 310109 7.5 to 31910.5 [yp=16.8][ 09) -91 PLF @ 7.6 to -91 0 10.5 L [y=13.8[[100%] 30 PLF @ 10.5 to 30 @ 12.3 [y=16.81( 0%1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 091 -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[100%) • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) /A8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS :T2 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "138" uses design values approved 1/30/2013 by ALSC Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. T 12 3 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. 1t Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live Toad. JT PLATE No SIZE [15] W3X5 LATERAL CHORD SHIFT BITE S 2.75 LEFT RAKE = 1'8"10 PLT. TYP.-WAVE 1111.5X4 1'8" —� R=871# U=347# RL=171# W=8" (Rigid Surface) m' FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK (INTIM BLVD. POMPANO BEACH, FL. 33064 DESIGN CRIT=FBC2014RESITP1-2007 FT/RT=20%(0%)/ 1(0) 111.5X4 12'4" QTY= 2 TOTAL= 2 **WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, her ling, .loppalg, installing and bracing Refer to and follow the latest eeion of BCSI (Building Component Safely Information. by TPI and WTCA) for safety practices prior to perfommng these functions. Installers shall provide temporary bracing per SCSI Unless noted othervrise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached dgld oellrg. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83. 87 or 610. as applicable. Apply plates to each lace of Refer to and draala 16 as shown above rd late Jost Details, unless noted dhorwiae. ITW Building Components Group Inc. MINI not be r000onsible for any deviation from this drawing, any failure to build the Was in conformance with ANSIfTPI 1, or for handling, shipping. installation 8 bracing o1 trusses. A and on this drawing or over page (hang Oda drawls., haute* wnptanee of pmfenienal sngina.dng reaponsiblay wily forth dnlgn shown. Th. wihbmty and us. of OS. drawing Tor any ebueture Is the responsibly piths 80 51ng Deeigner per ANSI/TPI 1 Sw.2. For more information see this lob's general notes page and these web sites IT W BCG: www.pwbcg.00m; TPI: wew.tpina.org; WTCA: www.sbdndustry.com, ICC. vw.w.iccsafe.org in in • • • • • • • • •• • •• • • • • • •• • • • • • • • • • • • • • • •••• • •• ••• • • • • • •• •• •• 51 �•(- 1O6 • • • • • R=662# U=219# W=8" (Rigid Surface) • • • • • •• • •••• • • • •• • SEQ = 489145 REV. 15.01.010.0610.23 SCALE =0.5000 e • • • • • • • •• • • • • • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.Opsf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE MONO [ALPINE][FBC2014Res/TPI-2007](A8][1612480/]] (TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25110C 24.0][NM 1][SOFFIT 2.0] ===Bearings==[X-Loc][React][Min Size Req]== [ 0.00:1 871]( 251h][0.13] (11.671[ 662][0.13] EndPts MaxTen MaxComp 0- 1 40 0 4- 6 495 -1303 7-11 499 -1265 11-12 37 -97 5- 9 1186 -632 9-10 1188 -631 10-15 1182 -630 13-14 206 -244 2- 3 552 -776 2- 4 498 -1331 1- 2 207 -109 4- 5 53 -97 3- 5 1196 -638 6- 8 490 -1264 7- 8 1263 -491 12-13 244 -206 14-15 244 -206 EndPts MaxTen MaxComp 8- 9 146 -76 10-11 254 -26 11-15 648 -1220 Node X -Loc Y -Loc 0 -1.74 10.42 1 0.00 10.86 2 0.15 10.75 3 0.15 10.70 4 0.92 11.08 5 0.99 10.65 6 2.00 11.44 7 2.00 11.44 8 2.00 11.44 9 2.15 10.65 10 6.17 10.65 11 6.28 12.59 12 12.33 14.10 13 12.33 14.10 14 12.33 10.65 15 12.33 10.65 AXL BND CSI GLC S 0.00 0.05 0.05 29 8 0.00 0.05 0.06 3 8 0.01 0.56 0.57 1 4 0.00 0.74 0.74 5 4 0.18 0.27 0.46 5 4 0.18 0.34 0.52 2 4 0.18 0.34 0.52 2 4 0.00 0.25 0.26 5 4 -_-= Plate Member =-=- 0.00 -_0.00 0.05 0.06 3 8 -=Fictious Member= =- =-= Plate Member =-=- 0.28 0.07 0.34 1 4 -=-=Fictious Member=-= _ =Fictious Member= -- -=-=Fictious Member=-=- -= =Fictious Member=---- AXL GLC S Grade 0.06 0.10 2 4 SP #3 0.93 1 4 SP #3 Grade Length SP SS 21.52 SP SS 13.65 SP #2 N 53.15 SP 42 N 74.91 SP 42 N 13.86 SP #2 N 48.25 SP #2 N 74.00 SP 03 37.89 PLATE MEMBER 0.50 -Vert- SP SS 10.12 5.28 SP SS 2.19 -9.07 PLATE MEMBER 5.34 -71.89 SP 42 N 10.17 -0.82 SP SS 0.00 -Vert- SP 02 N 0.00 -Vert- 5P #3 0.00 -Vert- SP #3 0.00 -Vert- Pitch Brace 3.00 Plywd 3.89 Plywd 3.23 Plywd 3.00 Plywd - 0.00 Diaph -0.00 Diaph - 0.00 Diaph -Bending Web - Length Brace 7.77 19.83 71.55 Plate Cq JSI Method def1Y(L) deflY(T) dxL 0.01 L/999 0.05 1/438 0.00 405(A1] 0.80 0.40 408(0) 0.80 0.51 N 1.5X4 0.80 0.27 N 1.504 0.80 0.47 N 3X4 0.80 0.71 N 1.504 0.80 0.86 N 3X5[R][15] 80 0.98 N 0.00 L/999 0.01 L/999 0.01 L/999 0.03 L/999 0.03 L/999 0.04 L/999 0.04 L/999 0.00 L/999 0.00 L/999 0.03 L/999 0.04 L/999 0.09 L/999 0.09 L/999 0.10 L/999 0.10 L/999 0.00 L/999 [STD.AUTO.LOAD][OC 24.00][00 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=17.3]1 09] 31 PLF @ 2.0 to 31 @ 12.3 [y=17.3][ 011 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.111 01] 20 PLF @ 0.0 to 20 @ 12.3 [0= 5.1]f 01] 60 PLF @ -1.8 to 60 @ 2.0 [y=17.3][1001] 60 PLF @ 2.0 to 60 @ 12.3 [y=17.3][1008] Brg.# 1 Vert.R= 871.4 # Hor.R= -0.00 Brg.# 2 Vert.R= 662.1 0 Hor.R= -0.00 [FBC pass #2][OC 24 00](DF 1.25]1NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=17.3][ 01[ Plywd 31 PLF @ 2.0 to 31 @ 12.3 fy=17.3][ 03] 4 PLF @ -1.8 to 4 @ 0.0 y= 5.111 01] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 01] Diaph 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][10011 Brg.# 1 Vert.R= 508.7 # Hor.R= 0.00 Brg.# 2 Vert.R= 427.0 # Hor.R= -0.00 [Partial Unbal. Lt](OC 24 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 60 PLF @ -1.8 to 60 @ dxT 60 PLF @ 2.3 to 60 @ 0.01 Brg.# 1 Vert.R= 745.2 # Brg.# 2 Vert.R= 650.8 # .001100 1.25][NM 1] Yes 2.0 [y=17.3][ 0%] 12.3 (y=17.3]( 01] 0.0 [y= 5.1][ 03] 12.3 [y 5.11[ 01] 0.0 [y=17.31[1001] 12.3 y17.31[1001] Hor.R= -0.00 Hor.R= 0.0# 0.00 0.00 [Partial Unbal. Rt][0C 24.00][DF 1.25] 0.00 0.02 Repetitive Factors Used: Yes 0.00 0.00 31 PLF @ -1.8 to 31 @ 2.0 [y=17.3 0.01 0.03 31 PLF @ 2.0 to 31 @ 12.3 [y17.3 ---- 4 PLF @ -1.8 to 4 @ 0.0 [y 5.1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1 0.00 0.00 60 PLF @ -1.8 to 60 @ 2.0 [y=17.3 0.01 0.01 60 PLF @ 2.0 to 60 @ 6.0 [y=17.3 0.01 0.02 Brg.# 1 Vert.R= 773.3 # Hor.R= 0 0.00 0.00 Brg.# 2 Vert.R= 381.4 # Hor.R= -0 NM 1] 1 01] ( 01] [100%] [1001] 00 0.00 L/999 0.00 L/999 0.01 0.03 [Partial Unbal. Ltl][0C 24.00][DF 1.251[NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=17.31[ 08] 31 PLF @ 2.0 to 31 @ 12.3 [y=17.3)[ 08] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.111 01] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1 01] 60 PLF @ -1.8 to 60 @ 0.0 [y=17.31[1008] 60 PLF @ 6.6 to 60 @ 12.3 [y17.31[1008] Brg.# 1 Vert.R= 578.0 0 Hor,R= 0.00 Brg.# 2 Vert,R= 559.8 # Hor.R= -0.04 [Partial Unbal. Rtl][OC 24.00]]DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=17.311 01] 31 PLF @ 2.0 to 31 @ 12.3 (y=17.31[ 01] 4 PLF @ -1.8 to 4 @ 0.0 y 5.1][ 08] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 01] 60 PLF @ -1.8 to 60 @ 2.0 [y=17.31[1001] 60 PLF @ 2.0 to 60 @ 12.0 [y=17.3][1001] Brg.# 1 Vert.R= 871.2 # Hor.R= -0.00 Brg.# 2 Vert.R= 644.8 # Hor.R= -0.00 [MWFRS ASCE Perp/L++][0C 24.00][DF 1.60](NM 1] Repetitive Factors Used: Yes -10 PLF @ 2.0 to -10 @ 12.3 L [yg=14.2]11001 10 PLF @ -1.8 to 10 @ 0.0 [y17.3][ 08] 10 PLF @ 0.0 to 10 @ 12.3 [y=17.3][ 08] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1001] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6]1100% 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1003 Brg.0 1 Vert.R= 82.3 0 Hor.R= 15.70 Brg.0 2 Vert.R= -25.7 0 Hor.R= 0.04 [MWFRS ASCE Perp/L+-][0C 24.00][IF 1.60][NM Repetitive Factors Used: Yes - 10 PLF @ 2.0 to -10 @ 12.3 L [y=14.2](1( 10 PLF 0 -1.8 to 10 @ 0.0 [y=17.3][ 01 10 PLF @ 0.0 to 10 @ 12.3 [y=17.3][ 04 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](1001 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 01 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1( Brg.0 1 Vert.R= 231.2 # Hor.R= 15.7# Brg.0 2 Vert.R= 123.3 # Hor.R= 0.00 [MWFPS ASCE Perp/L-+1[00 24.00][DF 1.60][NM Repetitive Factors Used: Yes -43 PLF @ 2.0 to -43 @ 12.3 L [yp=14.2][1( 10 PLF @ -1.8 to 10 @ 0.0 (y17.3][ 0( 10 PLF @ 0.0 to 10 @ 12.3 [y=17.31( 04 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1001 - 43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1]( 04 - 89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1](1( Brg.# 1 Vert.R= -346.8 0 Hor.R= 171.3# Brg.# 2 Vert.R= _218.8 0 Hor.R= 0.00 [MWFRS ASCE Perp/L--][0C 24.00][00 1.60][NM Repetitive Factors Used: Yes -43 PLF @ 2.0 to -43 @ 12.3 L [y=14.2][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=17.31[ 01 10 PLF @ 0.0 to 10 @ 12.3 [y=17.3][ 04 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5]11004 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 0i -89 PLF -1.8 io -89 @ 0.0 L [y=11.1](1( Brg.# 1 V"eit•84.11197.9 0 Hor.R= 171.30 • • Brg.# 2 tErt.R= -69.8 # 4 !.I•••0.00 • !MWFRS Art[! ierpii(;++] [0C 24.00] [lF•1.60J [NM 'Repetitive Fadrocs Used: ol'ss• • • • • -27 PLF @ 2.0 t0 -27 @ 12.3 L [y14.2][1( 10 PLF @ -1.! to 10 @ :.g•1 =j 3] [ 04 •••• 10 PLFj8•0.04o 10 @ I 3][ 04 • •-12 PLF* 11.0 to -12 @ 12.3 [y=10.5][100i •••• -27 PLF 0.tto -27 @ 12!0:7141.6] [1( 10 PLF4•6.0 tg, 10 @ lZ•4,[4=1,o.1][ 01 • • -27 PLF @ -1.6 to. -27 @ 0.0 L (p=11.1][1( •• •• Brg.0 1 Vert.R= 6-633.2 0 6106.10-66463.90•J3.90 rg.# 2 Vert.% -123.0 0 Hor.R=• • -0.00 • • {MWFRS AWE PerpiR+-] [OC 2480*[OF•le60] [NM • Repetitid6'F!tdts•Used: Yes • •• •-27 PLF1 2.0 to -27 @ 4414[4i4.2] (1( •• • 10 PLF @ri.i4o 10 @ •7.0 [y=113]1 Oi 10 PLF2 2.1 tclo 10 @ 12.3 [y=17.311 01 12 PLF @• C.0 to• 12 @ 12.3 (y=10.5][1004 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61[1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1)[ 04 - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( Brg.# 1 Vert.R= 15.7 0 Hor.R= 93.94 Brg.# 2 Vert.R= 25.9 0 Hor.R= 0.0# [MWFRS ASCE Perp/R-+][OC 24.00][DF 1.60][NM Repetitive Factors Used: Yes -27 PLF @ 2.0 to -27 @ 12.3 L [y=14.2][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=17.31[ 01 10 PLF @ 0.0 to 10 @ 12.3 [y=17.31[ 01 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1001 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 04 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( Brg.# 1 Vert.R= -133.2 # Hor.R= 93.90 Brg.0 2 Vert.R= -123.0 # Hor.R= _0_0# [MWFRS ASCE Perp/R--][0C 24.00][DF 1.60]]NM Repetitive Factors Used: Yes -27 PLF @ 2.0 to -27 @ 12.3 L [y=14.2][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=17,3][ 04 10 PLF @ 0.0 to 10 @ 12.3 [y=17.31[ 04 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 04 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1]]1( Brg.# 1 Vert.R= 15.7 0 Hor.R= 93.9# Brg.# 2 Vert.R= 25.9 # Hor.R= 0.00 [MWERS ASCE Par1++][0C 24.001[DF 1.60][NM 1) Repetitive Factors Used: Yes - 10 PLF @ 2.0 to -10 @ 12.3 L [9=14.2][100%] 10 PLF @ -1.8 to 10 @ 0.0 (y=17.3]1 08) 10 PLF @ 0.0 to 10 @ 12.3 (y=17.3][ 01] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](1008] -10 PLF @ 0.0 to -10 @ 2.0 L (y=11.6][100%] 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 03] - 10 PLF @ -1.8 to -10 @ 0.0 L (y=11.1][1003] Brg.# 1 Vert.R= -8.2 # Hor.R= 36.6# Brg.# 2 Vert.R= -18.8 # Hor.R= -0_00 [MWFRS ASCE Parl+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 2.0 to -10 @ 12.3 L [y=14.2][10011 10 PLF @ -1.8 to 10 @ 0.0 (y=17.3]] 01] 10 PLF @ 0.0 to 10 @ 12.3 [y=17.3]] 08] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001]] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6](1001] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 00] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11(1001] Brg.# 1 Vert.R= 140.7 # Hor.R= 36.6# Brg.# 2 Vert.R= 130.1 # Hor.R= -0.00 [MWFRS ASCE Parl-+][0C 24.00][DF 1.60][NM 1) Repetitive Factors Used: Yes -29 PLF @ 2.0 to -29 @ 12.3 L (y=14.2][100% 10 PLF @ -1.8 to 10 @ 0.0 [y=17.31[ 01] 10 PLF @ 0.0 to 10 @ 12.3 [y=17.3 031 - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1001] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.6]`100% 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 03] -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][1001 Brg.# 1 Vert.R= -150.4 # Hor.R= 101.8# Brg.# 2 Vert.R= -137.3 # Hor.R= -0.00 [MWFRS ASCE Pad-) Repetitive Factors -29 PLF @ 2.0 to 10 PLF @ -1.8 to 10 PLF @ 0.0 to 12 PLF @ 0.0 to -29 PLF @ 0.0 to 10 PLF @ 0.0 to -29 PLF @ -1.8 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= (0C 24.00][DF 1.60](NM 1] Used: Yes -29 @ 12.3 L [y=14.2])100%] 10 @ 0.0 [y=17.3[] 01] 10 @ 12.3 (y=17.31[ 08] 12 @ 12.3 [y=10.51[100%1 -29 @ 2.0 L [y=11.61[1008] 10 @ 12.3 [y= 5.11( 01] -29 @ 0.0 L [y=11.1][1001] -1.4 # Hor.R= 101.80 11.6 # Hor.R= -0.00 [MWFRS ASCE ProD/L+-](OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 2.0 to -10 @ 12.3 L [y==14.2][1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=17.3][ 01] 31 PLF @ 0.0 to 31 @ 12.3 [y-17.3]) 01] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1001] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6)]1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1)[ 01] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1001] Brg.# 1 Vert.R= 461.1 # Hor.R= 15.70 Brg.# 2 Vert.R= 306.8 # Hor.R= -0.00 [MWFRS ASCE PrpD/L--](OC 24.00]IDE 1.60)[NM 11 Repetitive Factors Used: Yes - 43 PLF @ 2.0 to -43 @ 12.3 L [y=14.2)]1001] 31 PLF @ -1.8 to 31 @ 0.0 (y=17.3)[ 01] 31 PLF @ 0.0 to 31 @ 12.3 [y=17.3][ 01] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](1008] -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.61[1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 08] - 89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[1001] Brg.# 1 Vert.R= 32.0 # Hor.R= 171.3# Brg.# 2 Vert.R= 113.7 4 Hor.R= -0.00 [MWFRS ASCE PrpD/R+-][OC 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ 2.0 to -27 @ 12.3 L [y=14.2[]1001] 31 PLF @ -1.8 to 31 @ 0.0 [y=17.31[ 011 al PLF @ 0.0 to 31 @ 12.3 [y=17.3][ 011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1008] -27 PLF @ 0.0 to -27 @ 2.0 L [y-=11.61[1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1) ) 01] - 27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1][1008] Brg.0 1 Vert.R= 245.6 # Hor.R= 93.9# Brg.0 2 Vert.R= 209.4 # Hor.R= _0_00 (MWFRS ASCE OrpD/R--][0C 24.00)[DF 1.60][NM 1] Repetitive Factors Used: Yes - 27 PLF @ 2.0 to -27 @ 12.3 L [y=14.2](1001] 31 PLF @ -1.8 to 31 @ 0.0 [y=17.3][ 08] 31 PLF @ 0.0 to 31 @ 12.3 (y=17.3]1 01] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5][1001] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61[100%1 20 PLF@ 0.0 to 20@12.3 [y=5.1]1 03] - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1008] Brg.0 1 Vert.R= 245.6 # Hor,R= 93.9# Brg.# 2 Vert.R= 209.4 # Hor.R= -0.00 [MWFRS ASCE Pr1D+-](0C 24,00][DF 1.60](NM 1] Repetitive Factors Used: Yes -10 PLF @ 2.0 to -10 @ 12.3 L [y=14.2](1008] 31 PLF @ -1.8 to 31 @ 0.0 (y=17.3][ 01] 31 PLF @ 0.0 to 31 @ 12.3 [y=17.3][ 01] 12 PLF @ 0,0 to 12 @ 12.3 [y=10.5][100%] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1008] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]] 08] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1008] Brg.0 1 Vert.R= 370.6 # Hor,R= 36.6# Brg.# 2 Vert.R= 313.6 # Hor.R= -0.00 [MWFRS ASCE Frill --][0C 24,00](DF 1.60][NM 1] Repetitive Factors Used: Yes -29 PLF @ 2.0 to -29 @ 12.3 L [y=14.2](1008] 31 PLF @ -1.8 to 31 @ 0.0 (y=17.31[ 08] 31 PLF @ 0.0 to 31 @ 12.3 [y=17.3]] 00] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.51[1001] -29 PLF @ 0.0 to -29 @ 2.0 L [9=11.6][1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11] 01] - 29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][1008] Brg.# 1 Vert.R= 228.5 # Hor,R= 101.80 Brg.# 2 Vert.R= 195.2 # Hor,R= -0.00 [C&C ASCE Wind Lt -+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.4][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=17.31( 08) -56 PLF @ 2.0 to -56 @ 12.3 L [y=14.2][1008] 10 PLF @ 0.0 to 10 @ 1.2 (y=17.31( OBJ -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1003] -149 PLF @ -1.8 to -149 @ 0.0 L (y=11.1][100%] 10 PLF @ 1.2 to 10 @ 12.3 [y=17.31( 0%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 01] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.61[1008] [C6C ASCE Wind Rt -+][OC 24.03][DF 1.60]]NM 1] Repetitive Factors Used: Yes - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6][100%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[1003) 10 PLF @ -1.8 to 10 @ 9.3 [y=17.3][ 01] -56 PLF @ 2.0 to -56 @ 9.3 L [pp=13.5][10011 10 PLF @ 9.3 to 10 @ 12.3 [y=17.31( 08] 10 PLF @ 0.0 to 10 @ 12.3 10= 5.11[ 01] -91 PLF @ 9.3 to -91 @ 12.3 L [y=14.2][10081 [C6C ASCE Wind Lt --][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 91 PLF @ 0.0 to -91 @ 1.2 L (y=11.41[100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=17.3][ 08] -56 PLF @ 2.0 to -56 @ 12.3 L (y=14.21[100%1 10 PLF @ 0.0 to 10 @ 1.2 [y=17.31[ 08] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1000] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1)[1001] 10 PLF @ 1.2 to 10 @ 12.3 ]y=17.3]( 08] 10 PLF @ 0.0 to 10 @ 12.3 1y= 5.1]] 01] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6][1008] [C&C ASCE Wind Rt --1[0C 24.00][DF 1.60)(0M 1] Repetitive Factors Used: Yes -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1008] 10 PLF @ -1.8 to 10 @ 9.3 [y=17.3][ 08] - 56 PLF @ 2.0 to -56 @ 9.3 L (y=13.5][1008] 10 PLF @ 9.3 to 10 @ 12.3 [y=17.31[ 08] 10 PLF @ 0.0 to 10 @ 12.3 [0= 5.1)( 08] _91 PLF @ 9_3 to -91 @ 12.3 L [y=14.21[1008] [C&C ASCE Wind Lt - Repetitive Factors -91 PLF @ 0.0 to 31 PLF @ -1.8 to -56 PLF @ 2.0 to 31 PLF @ 0.0 to 12 PLF @ 0.0 to -149 PLF @ -1.8 to 31 PLF @ 1.2 to 20 PLF @ 0.0 to -56 PLF @ 1.2 to -D][00 24.00][DF 1.60)[NM 1] Used: Yes -91 @ 1.2 L [y=11.4111001] 31 @ 0.0 [y=17.3][ 01] -56 @ 12.3 L [y=14.2][100%] [y=17.31( 0%) 31 @ 11.2 y=10.5](1008] -149 @ 0.0 L [y=11.1]11008] 31 @ 12.3 [y=17.3][ 00] 20 @ 12.3 [0= 5.111 00] -56 @ 2.0 L [y=11.6][100%] [C&C ASCE Wind Rt --D)[00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6][1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001] 31 PLF @ -1.8 to 31 @ 9.3 [y-17.31[ 0%] -56 PLF @ 2.0 to -56 @ 9.3 L [y=13.5[[10081 31 PLF @ 9.3 to 31 @ 12.3 [y=17.3][ 08] 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 08) -91 PLF @ 9.3 to -91 @ 12.3 L [y=14.2][1008] • • • • • • • • • •• • •• • • • • • • • •• • • • • •••• •• • • • • • • • • •••• • •• ••• • • • • • •• •• •• • • • •• • • • • • • • • • • • • • • • •• • •••• • • • • • •• • Job:(16124N) / A9 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP SS Webs 2x4 SP #3 Lumber value set "136" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 Ilve and U240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. T 1 10'6" 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE No SIZE [19] W2X4 LATERAL CHORD SHIFT BITE S 2.25 III4X5(R) 1'10" 1114X5 T T • • • • • •• • • LEFT RAKE = 18"10 PLT. TYP.-WAVE 1'8" - R=871# U=352# RL=151# W=8" (Rigid Surface) DESIGN CRIT=FBC2014RESITPI-2007 FT3RT=20%(0%U 1(0) 12.4" • • • •• • QTY= 1 TOTAL= 1 R=662# U=230# W=8" (Rigid Surface) • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • • •••• • • • •• • SEQ = 489152 REV. 15.01.01 C.0610.23 SCALE =0.5000 •. • • • • • • •. • • • • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3633 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 **WARNING'''. READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWINO TO ALL CONTRACTORS INCLUDINO THE INSTALLERS, Tnms.O require maritime care In fabricating. handling, shipping, installing end bracing. Refer to and fo0ow the latest edition of BLS! (Budding Component Safety Information. by 71,I and WTCA) for safety Unleesssnnotedd priorotheerwise�top chord NW have properly these functions. a shall ed Maxim) sheathing bracing annd 4000,, chord shall have 0 properly attached rigid ceing. Locations shown for permanent lateral restraint of webs 01100 have bracing installed per SCSI Sections 83, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above end on the Joint Details, "Nene noted otherwise. Refer to drawings 160A -Z for standard plate positions. aW Bidding Components Group Inc. shell not be reepon60ie for any deviation from this drawing. 8 y fa0ure to bald the trues in co0, rdormance OM1 ANSI/LAI 1, for handing, shipping, bata0atlon bracing of busses. A std on this drawing mcaw page going this arming, hassle acceptance of professional engineering naponafeBly sally ter the design shown. The 0u)tabgty and use of l6ta thawing for any structure l the rosporo0rmtya/the Bugging Designer pe,6NSU1Pl 1 Beat. For more bdonnation see lhb)ob's general rotes page and these web ages: ITWBCG: www.ilwbcg.com; TPI: www.tpinst.og) WTCA: www.sbcbduetry.porn; ICC: weww.iccsafe.org TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.Opsf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG 0/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPM [ALPINE][FBC2014Res/TPI-2007][A9](161248/1 [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0](DF 1.25](0C 24.0][NM 1][SOFFIT 2.0] ===Bearings==[X-Loc][React][Min Size Req]== [ 0.001[ 071][ 2250][0.131 [11.6711 6621[0.13] EndPts MaxTen MaxComp 0- 1 40 0 4- 6 579 -1279 8-11 588 -1250 11-13 24 -139 14-17 43 -63 5- 9 1175 -691 9-10 1163 -683 10-15 1146 -675 15-19 63 -43 16-18 190 -277 2- 3 563 -778 2- 4 584 -1315 1- 2 207 -109 4- 5 56 -15 3- 5 1178 -695 6- 7 576 -1243 7- 8 579 -1247 12-13 54 -24 12-14 43 -63 16-17 190 -277 18-19 277 -190 EndPts MaxTen MaxComp 7- 9 86 -115 10-11 339 -149 11-15 715 -1225 12-15 148 -21 Node 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 X -Loc -1.74 0.00 0.15 0.15 0.92 0.99 2.00 2.00 2.00 2.15 6.54 6.65 10.50 10.50 10.50 10.50 12.33 12.33 12.33 12.33 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 10.65 12.68 13.64 13.64 13.64 10.65 13.65 13.65 10.65 10.65 AXL BND CSI GLC S 0.00 0.06 0.06 24 8 0.00 0.05 0.05 3 8 0.01 0.46 0.47 1 4 0.00 0.77 0.77 1 4 0.00 0.52 0.52 1 4 0.07 0.11 0.18 4 4 0.07 0.18 0.25 2 4 0.10 0.65 0.75 3 4 0.01 0.65 0.66 3 4 0.00 0.41 0.41 1 4 ---= Plate Member =_- 0.00 0.07 0.07 24 8 -=-=Fictious Member=-=- = Plate Member =-=- 0.09 0.03 0.13 3 4 -=-=Fictious Member=-- -=-=Fictious Member=-= -=-=Fictious Member=-=- -=-=Fictious Member=-=- =-=Fictious Member=-=- -=-=Fictious Member=-=- AXL GLC S 0.03 27 4 0.13 2 4 0.50 1 4 0.06 4 4 Grade SP #3 SP #3 SP #3 SP #3 Grade SP SS SP SS SP #2 N SP 82 N SP 02 N SP SS SP SS SP SS SP SS SP #3 PLATE MEMBER SP SS SP SS PLATE MEMBER SP SS SP SS SP #2 N SP #2 N SP #2 N SP #3 SP #3 Length 21.52 13.65 57.79 47.60 22.00 13.86 52.75 47.50 22.00 32.50 0.50 10.12 2.19 5.34 10.17 0.00 0.00 0.00 0.00 0.00 0.00 [STD.AUTO.LOAD][OC 24.00][DF 1,25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.8]1 00] 31 PLF @ 2.0 to 31 @ 10.5 y-16.8]] 04) Pitch Brace 31 PLF @ 10.5 to 31 @ 12.3 [y=16.8]1 04] 3.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 00] 3.89 Plywd 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 00] 3.21 Plywd 60 PLF @ -1.8 to 60 @ 2.0 [y=16.8][100%] 3.01 Plywd 60 PLF @ 2.0 to 60 @ 10.5 [y=16.8][100%] 0.01 Plywd 60 PLF @ 10.5 to 60 @ 12.3 [y=16_8]5100%1 -0.00 Diaph Brg.# 1 Vert.R= 871.4 # Hor.R= -0.0# -0.00 Diaph Brg.# 2 Vert.R= 662.1 # Hor.R= -0.0# -0.00 Diaph =-_-_-_ --_ --_--= --------- --- = -------= -0.00 Diaph [FBC pass #2110C 24.00)[DF 1.251[80 1] -Bending Web- Repetitive Factors Used: Yes -Vert- 31 PLF @ -1.8 to 31 @ 2.0 [y=16.8][ 04] 5.28 Plywd 31 PLF @ 2.0 to 31 @ 10.5 [y=16.8][ 00] -9.07 31 PLF @ 10.5 to 31 @ 12.3 ((y=16.811 04] -71.89 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.11[ 0%] -0.82 Diaph 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 04] -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1](100%] -Vert- Brg.# 1 Vert.R= 508.7 # Hor.R= -0.00 -Vert- Brg.# 2 Vert.R= 427.0 # Hor.R= -0.08 -Vert- -Vert- -Vert- [Partial Unbal. Lt][0C 24,00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 ]y=16.8][ 00] Length Brace 31 PLF @ 2.0 to 31 @ 10.5 ]y=16.8]1 04] 7.77 31 PLF @10.5 to 31@ 12.3[y=16.8111 04] 20.95 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 0%] 50.32 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 04] 32.50 60 PLF @ -1.8 to 60 @ 0.0 [y=16.8][100%] 60 PLF @ 2.3 to 60 @ 10.5 [y=16.81[[100%] deflY]T) dxL dxT 60 PLF @ 10.5 to 60 @ 12.3 [y=16.81[100%] 0.01 L/999 0.02 L/999 0.00 0.00 Brg.# 1 Vert.R= 745.2 # Hor.R= 0.08 ---- ----- ---- ----- ---- ---- Brg.# 2 Vert.R= 650.8 # Hor.R= -0.0# Plate Cq JSI Method deflY]L) 4X5(A1) 0.80 0.39 0.00 L/999 0.02 L/999 0.02 L/999 4X8(R) 0.80 0.79 N 0.05 L/999 1.5X4 0.80 0.13 N 0.05 L/999 1.5X4 0.80 0.63 N 0.14 L/999 3X4 0.80 0.74 N 0.14 L/999 405(R) 0.80 0.95 N 0.18 L/812 3X4 0.80 0.78 N 0.18 1/811 4X5 0.80 0.94 N 0.00 L/999 2X4[19] 0.80 0.99 N 0.00 1/999 0.00 L/999 0.05 L/999 0.05 L/999 0.11 L/999 0.12 L/999 0.31 L/476 0.31 L/472 0.40 L/361 0.41 L/361 0.00 L/999 0.00 L/999 0.00 0.01 0.00 0.02 0.00 0.00 0.04 0.05 0.01 0.05 0.01 0.00 [Partial Unbal. Rt][0C 24.001[DF 1.25]]NM 1] 0.02 Repetitive Factors Used: Yes 0.00 31 PLF @ -1.8 to 31 @ 2.0 (y=16.8]( 04] 0.04 31 PLF @ 2.0 to 31 @ 10.5 [y=16.8][ 00] ---- 31 PLF @ 10.5 to 31 @ 12.3 [y=16.8)( 00] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 0%] 0.00 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 04] 0.01 60 PLF @ -1.8 to 60 @ 2.0 [y=16.8][1000] 0.08 60 PLF @ 2.0 to 60 @ 6.4 [y=16.8][100%] 0.10 Brg.# 1 Vert.R= 784.6 # Hor.R= -0.08 Brg.# 2 Vert.R= 392.6 # Hor.R= -0.00 0.02 [Partial Unbal. Lt1][0C 24.00][DF 1.25][NM 1 0.10 Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 ]y=16.8][ 0% 0.02 31 PLF @ 2.0 to 31 @ 10.5 ((y=16.8]( 00 31 PLF @ 10.5 to 31 @ 12.3 [y=16.8][ 0% 4 PLF @ -1.8 to 4 @ 0.0 ]y= 5.1][ 0% 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11( 0% 60 PLF @ -1.8 to 60 @ 0.0 [y=16.81[1000 60 PLF @ 10.8 to 60 @ 12.3 ]y=16.8]]1004 Brg.# 1 Vert.R= 502.8 # Hor.R= 0.08 Brg.# 2 Vert.R= 383.1 # Hor.R= 0.08 [MWFRS ASCE Perp/L++](0C 24.00][08 1.60][88 1] Repetitive Factors Used: Yes - 10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8][ 0%] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.611100%] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1004] 10 PLF @ 0.0 to 10 @ 10.5 [y=16.8]](( 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8j( 0% 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1]]100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 04] -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.8][100%] Brg.# 1 Vert.R= 81.4 # Hor.R= 10.88 Brg.# 2 Vert.R= -24.9 # Hor.R= 0.00 [MWFRS ASCE Perp/L+-][0C 24.00][08 1.60)188 1] Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8)11000 10 PLF @ -1.8 to 10 @ 0.0 [y=16.81( 00 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81( Oi 10 PLF @ 10.5 to 10 @ 12.3 ]y=16.8][ 00 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 00 -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.8][1( Brg.# 1 Vert.R= 230.3 # Hor.R= 10.88 Brg.# 2 Vert.R= 124.0 # Hor.R= -0.0# [MWFRS ASCE Perp/L-+]]0C 24.00(10F 1.60][NM Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 [y=13.81[1000 10 PLF @ -1.8 to 10 @ 0.0 [y=16.811 00 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 (y=10.5][1000 10 PLF @ 0.0 to 10 @ 10.5 [y=16.8][ 00 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8]( 00 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.I][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 00 -43 PLF @ 2.0 to -43 @ 10.5 L [y=13.8][1( Brg.# 1 Vert.R= -351.6 # Hor.R= 151.3# Brg.# 2 Vert.R= _229.7 # Hor.R= -0.00 (MWFRS ASCE Perp/L--](0C 24.00][DF 1.601]NM Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 [y=13.81[1000 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8][ 00 -43 PLF @ 0.0 to -43 @ 2.0 L (y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1000 10 PLF.0 0.0 ,0 10 @ 10.5 [y=16.811 00 10 PLF .14 S ;4 10 @ 12.3 [y=16.81( 00 • • -89 PLFe@ -1.8 to -89 @ •0.0.0 '11.1][1( • • • 10 PLF @ 0.0 to 10 @ 12.3 Ly05.1][ 00 • • • -43 PLFr i.0 % -43 @ 10.5 1-6F13.8111( •erg.# 1 Iiert.4•-202.7 # Iio•.Aa•#51.34 • Brg.# 2 Vert.R= -80.8 0 Hor.R= -0.08 •••• [MWFRS ASCI PerRIR++] [0C 21m(u8•=.60] [NM • •Repetitive F•ctor. Used: Yes •••• -10 PLF•@ 10.tRo -10 @ ;•213•tAi .8][1000 10 P1?, -.8 10 @ 4407,4a7.81[ 00 • • -27 PLF @ 04 t* -27 @ 2.0 L [yy=11.61[[1( •• •• -12 PLF @ 0.000 -12 @ 42*3•(•14!.5][1000 10 PLF @ 0.,Q to 10 @ 10.5 016.811 00 • • • 10 PLF @ 10.3 to 10 @ 12.3 54.6.8]] 00 • • -27 PLFv@ -1.8 Ao -27 @ .0.1• [.1.11.1] 11( • 10 PLF•@•,.t't6' 10 @ 1,2.3 ]y= 1.1] ( 00 •••-27 PLF•@ 2.0 to -27 @ •5.4[1 3.8 [1( (PO vBrg.# 1 Ve•t•P• • -133.2 # iior.R= •81.4( Brg.# 2 itrt.R• •-92.6 # Hor.R= -0.04 ]MWFRS ASCE Perp/R+-][0C 24.001(08 1,60][NM Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][1000 10 PLF @ -1.8 to 10 @ 0.0 (y=16.81] 00 -27 PLF @ 0.0 to -27 @ 2.0 L (y=11.6](1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1000 10 PLF @ 0.0 to 10 @ 10.5 [y=16.B][ 00 10 PLF @ 10.5 to 10 @ 12.3 (y=16.8]( 00 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1]11( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 00 -27 PLF @ 2.0 to -27 @ 10.5 L ]y=13.8][1( Brg.# 1 Vert.R= 15.7 0 Hor.R= 81.40 Brg.# 2 Vert.R= 56.3 # Hor.R= 0.00 [MWFRS ASCE Perp/R-+][0C 24.00](00 1.60]]NM Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12.3 (y=13.8](1000 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8]( 00 -27 PLF @ 0.0 to -27 @ 2.0 L (9=11.6](1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51(1000 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81( 00 10 PLF @ 10.5 to 10 @ 12.3 (y=16.8]1 00 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 00 -27 PLF @ 2.0 to -27 @ 10.5 L [y=13.8][1( Brg.# 1 Vert.R= -139.0 # Hor.R= 81.44 Brg.# 2 Vert.R= -163.1 # Hor.R= 0.04 [MWFRS ASCE Perp/R--](0C 24.00J[DF 1,601[NM 1] Repetitive Factors Used: Yes -52 PLF @ 10.5 to -52 @ 12,3 [y=13.81[1001] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8][ 011 -27 PLF @ 0.0 to -27 @ 2.0 L [y--11.6][10011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](10011 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81[ 011 10 PLF @ 10.5 to 10 @ 12.3 (y=16.81[ 011 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1111001] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01] -27 PLF @ 2.0 to -27 @ 10.5 L [y=13.8][100%) Brg.# 1 Vert.R= 10.0 # Hor.R= 81.4# Brg.# 2 Vert.R= -14.2 # Hor.R= -0.0# [MWFRS ASCE Parl++](0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][100%) 10 PLF @ -1.8 to 10 @ 0.0 [y==16.8]( 011 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[100%1 -12 PLF @ 0.0 to -12 @ 12.3 (y=10.5][1001] 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81[ 01] 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8][ 011 -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1)[1001] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 08] -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.81[10011 Brg.# 1 Vert.R= -9.1 # Hor.R= 31.980 Brg.# 2 Vert.R= -18.1 # Hor.R= 0.00 [MWFRS ASCE Parl+-](0C 24.00][DF 1.60](NM 1] Repetitive Factors Used: Yes - 10 PLF @ 10.5 to -10 @ 12.3 ]y=13.8]]100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.8]] 01] - 10 PLF @ 0.0 to -10 @ 2.0 L ((yy=-11.6]][1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 10.5 [y=16.81[[ 01] 10 PLF @ 10.5 to 10 @ 12.3 y=16.8][ 011 -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1001] 10 PLF@ 0.0 to 10012.3 (y=5.1]][ 0%]] -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.8][1001] Brg.# 1 Vert.R= 139.8 # Hor.R= 31.88 Brg.# 2 Vert.R= 130.9 # Hor.R= -0.00 [MI9FRS ASCE Parl-+](0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes - 29 PLF @ 10.5 to -29 @ 12.3 (y=13.8][1001] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.81( 011 -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.61110011 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](100%1 10 PLF @ 0.0 to 10 @ 10.5 [y=16.8][ 081 10 PLF @ 10.5 to 10 @ 12.3 [y=16.81[ 011 - 29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01] -29 PLF @ 2.0 to -29 @ 10.5 L [y=13.8][1001] Brg.# 1 Vert.R= -152.8 # Hor.R= 88.2# Brg.# 2 Vert.R= -134.2 # Hor.R= 0.0# (MWFRS ASCE Parl--](0C 24.00](DF 1.60](NM 1] Repetitive Factors Used: Yes - 29 PLF @ 10.5 to -29 @ 12.3 [y=13.81[100%] 10 PLF @ -1.8 to 10 @ 0.0 (y=16.8][ 01] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.61[1001] 12 PLF @ 0.0 to 12 @ 12.3 [[y=10.51]((100%] 10 PLF @ 10.5 to 10 @ 12.3 016.8]( 011 - 29 PLF @ -1.8 to -29 @ 0.0 L (y=11.1](1001] 10 PLF @ 0.0 to 10 @ 12.3 (y 5.1]( 01] - 29 PLF @ 2.0 to -29 @ 10.5 L [y=13.81[1001] Brg.# 1 Vert.R= -3.8 # Hor.R= 88.28 Brg.# 2 Vert.R= 14.8 # Hor.R= -0.04 [MWFRS ASCE PrpD/L+-][0C 24.00][DF 1.601[08 1] Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 (y=13.81(100%] 31 PLF @ -1.8 to 31 @ 0.0 (y=16.8]( 01] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[100%] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5)(1001] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8 01] 30 PLF @ 10.5 to 30 @ 12.3 [y=16.8][ 01] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[100%) 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1] 01] -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.8][1001] Brg.# 1 Vert.R= 460.1 # Hor.R= 10.88 Brg.# 2 Vert.R= 306.5 # Hor.R= -0.0# [MWFRS ASCE PrpD/L--][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 52 PLF @ 10.5 to -52 @ 12.3 [y=13.8][10011 31 PLF @ -1.8 to 31 @ 0.0 [y=16.8][ 01] -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1001] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.81( 01] 30 PLF @ 10.5 to 30 @ 12.3 [y=16.81( 01] -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 01] - 43 PLF @ 2.0 to -43 @ 10.5 L [y=13.8](1001] Brg.8 1 Vert.R= 27.1 # Hor.R= 151.38 Brg.8 2 Vert.R= 101.7 # Hor.R= -0.08 [MWFRS ASCE PrpD/R+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][1001] 31 PLF @ -1.8 to 31 @ 0.0 (y=16.8]1 081 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6](1001] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5][100%] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.81[ 011 30 PLF @ 10.5 to 30 @ 12.3 Iy=16.8][ 011 - 27 PLF @ -1.8 to -27 @ 0.0 L [yy=11.1](1001] 20 PLF@ 0.0 to 20@12.3 ]y=5.1][ 01] - 27 PLF @ 2.0 to -27 @ 10.5 L [y=13.8](100%] Brg.# 1 Vert.R= 245.5 # Hor,R= 81.44 Brg.# 2 Vert.R= 238.8 # Hor.R= 0.08 [MWFRS ASCE PrpD/R--][0C 29 00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 52 PLF @ 10.5 to -52 @ 12.3 [y=13.81110011 31 PLF @ -1.8 to 31 @ 0.0 [y=16.8][ 01] - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8][ 01] 30 PLF @ 10.5 to 30 @ 12.3 1y=16.8][ 01] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 12.3 [q= 5.1]( 01] -27 PLF @ 2.0 to -27 @ 10.5 L [y=13.8][1001] Brg.# 1 Vert.R= 239.8 8 Hor.R= 81.4# Brg_# 2 Vert.R= 168.3 # Hor.R= _0_00 [MWFRS ASCE Pr1D+-][0C 24.00][DF 1.601[08 1) Repetitive Factors Used: Yes -10 PLF @ 10.5 to -10 @ 12.3 [y=13.8][1001] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.81[ 01] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][10011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1001] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8]1 01] 30 PLF @ 10.5 to 30 @ 12.3 (y=16.8]1 01] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 0%1 -10 PLF @ 2.0 to -10 @ 10.5 L [y=13.8][1001] Brg.# 1 Vert.R= 369.6 # Hor.R= 31.8# Brg.# 2 Vert.R= 313.4 # Hor.R= -0.0# [MWFRS ASCE PrDl--][0C 24.00][00 1.60][NM 1] Repetitive Factors Used: Yes - 29 PLF @ 10.5 to -29 @ 12.3 [y=13.81[1001] 31 PLF @ -1.8 to 31 @ 0.0 (y=16.81( 01] -29 PLF @ 0.0 to -29 @ 2.0 L (=11.61[1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](1001] 31 PLF @ 0.0 to 31 @ 10.5 [y=16.8]( 01] 30 PLF @ 10.5 to 30 @ 12.3 (y-16.8)[ 01] -29 PLF @ -1.8 to -29 @ 0.0 L (y=11.1)[1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 01] - 29 PLF @ 2.0 to -29 @ 10.5 L [y=13.8][1001] Brg.# 1 Vert.R= 226.0 # Hor.R= 88.2# Brg.# 2 Vert.R= 197.3 # Hor.R= _0_0# [C6C ASCE Wind Lt -+)[0C 24.00](00 1.60][MM 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 10.5 L [y=13.8][1001] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.811 01] -89 PLF @ 10.5 to -89 @ 12.3 [y=13.81[100%1 10 PLF @ 0.0 to 10 @ 1.2 [y=16.8]] 01] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1001] - 12 PLF @ 0.0 t0 -12 @ 12.3 (y=10.51[1001] 10 PLF @ 1.2 to 10 @ 10.5 [y=16.8]( 01] -56 PLF @ 1.2 to -56 @ 2.0 L (y=11.6][1001] 10 PLF @ 10.5 to 10 @ 12.3 [y=16.8]( 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 01] -91 PLF @ 0_0 to -91 @ 1.2 L [y=11.4][1001) [C&C ASCE Wind Rt -+][0C 24.00][DF 1.60][08 1] Repetitive Factors Used: Yes - 89 PLF @ 10.5 to -89 @ 12.3 [y=13.8][10011 -56 PLF @ 2.0 to -56 @ 7.5 L [y=13.0](1001] 10 PLF @ -1.8 to 10 @ 7.5 [y=16.8]( 01) -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5]1100%1 10 PLF @ 7.5 to 10 @ 10.5 [y=16.8]1 00] - 91 PLF @ 7.5 to -91 @ 10.5 L [y=13.81[100%1 10 PLF @ 10.5 to 10 @ 12.3 ]y=16.8]1 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11[ 01] - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11_61[1001] [C&C ASCE Wind Lt --][0C 24.00][DF 1.60][08 1] Repetitive Factors Used: Yes - 56 PLF @ 2.0 to -56 @ 10.5 L [y=13.81[1001] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.811 011 -89 PLF @ 10.5 to -89 @ 12.3 Ly=13.8][10011 10 PLF @ 0.0 to 10 @ 1.2 [y=16.811 01] - 149 PLF @ -1.8 to -149 @ 0.0 L (y=11.1][100% 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%) 10 PLF @ 1.2 to 10 @ 10.5 [y=16.811 01] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.61(1001] 10 PLF @ 10.5 to 10 @ 12.3 [y=16.811 011 10 PLF @ 0.0 to 10 @ 12.3 [y-= 5.111 01] -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41(10011 [C&C ASCE Wind Rt --1[0C 24.001[00 1.60][NM 1] Repetitive Factors Used: Yes - 89 PLF @ 10.5 to -89 @ 12.3 [y=13.81[1001] - 56 PLF @ 2.0 to -56 @ 7.5 L [y=13.01[1001] 10 PLF @ -1.8 to 10 @ 7.5 (y=16.811 011 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5][1001] 10 PLF @ 7.5 to 10 @ 10.5 [y=16.8]1 01] - 91 PLF @ 7.5 to -91 @ 10.5 L ]y=13.8][100%] 10 PLF @ 10.5 to 10 @ 12.3 (y=16.811 01] 10 PLF @ 0.0 to 10 @ 12.3 [9= 5.1]( 01] - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[1001] [C&C ASCE Wind Lt - Repetitive Factors - 56 PLF @ 2.0 to 31 PLF @ -1.8 to -89 PLF @ 10.5 to 31 PLF @ 0.0 to -149 PLF @ -1.8 to 12 PLF @ 0.0 to 31 PLF @ 1.2 to -56 PLF @ 1.2 to 30 PLF @ 10.5 to 20 PLF @ 0.0 to -91 PLF @ 0_0 to [C&C ASCE Wind Rt--D]]OC 24.00][90 1.601[NM 1] Repetitive Factors Used: Yes - 89 PLF @ 10.5 to -89 @ 12.3 [y=13.8][1001] -56 PLF @ 2.0 to -56 @ 7.5 L [y=13.0][1001] 31 PLF @ -1.8 to 31 @ 7.5 [y=16.8]1 01] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 7.5 to 31 @ 10.5 (y=16.81[ 01] -91 PLF @ 7.5 to -91 @ 10.5 L (y=13.8][1001] 30 PLF @ 10.5 to 30 @ 12.3 [y=16.8]1 01] 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 011 -56 PLF @ -1.8 to -56 @ 2.0 L (y=11.61[1001] -D1[0C 24.00)]DF 1.601[08 1] Used: Yes -56 6 10.5 1 tyy=13.8](1001] 31 @ 0.0 [y=I6,8][ 01] -89 @ 12.3 [y=13.8][1001] 31 @ 1.2 [y=16.81[ 01] -149 @ 0.0 L [y=11.11[100% 12 @ 12.3 [y=10.51[100%1 31610.5 (yy=16.81[ 01] -56 @ 2.0 L [y=11.6)[100%] 30 @ 12.3 [y=16.8]1 011 20 @ 12.3 [y= 5.11] 011 -91 @ 1.2 L [y=11.41[1001] • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • 0 • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) / A10 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. T 8'6" 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [18] W3X4 S 2.75 =4X6 310" II 1.5X4 8] T $ • • • •• • • I-- 1,8" LEFT RAKE = 1'8"10 PLT. TYP.-WAVE R=871# U=362# RL=130# W=8" (Rigid Surface) DESIGN CRIT=F8C2014RESnPI-2357 FTIRT=20%(0%)I1(0) 12'4" • • • •• • QTY= 1 TOTAL= 1 R=662# U=240# W=8" (Rigid Surface) • • •• • • • • • •• • •• • • • • • •• ••• • •• • • • • •••• • • • •• • A ( ••• • • • • • • .•• • • SEQ = 489156 REV. 15.01.01C.0610.23 SCALE =0.5000 • • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3633 PARK CI:NI R,SL BLVD. POMPANO BEACH, FL 33064 e•WARNINOI" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabricating, handling, shlpping installing and bracing. Refer to and follow the latest eddion o1 SCSI (Bu4ding Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unteas noted otherwbe, top chord shag have properly attached structural sheathing and bottom chord shell have a properly attached rlgld caging. Locations shown for permanent lateral restraint of webs shag have bracing installed per SCSI sections 83, B7 or B10, as applicable. Apply plates to each face of truss end po0Won as shown above and on the Joint Detail, unless noted otherwise. Refer to dmoAngs 180A -Z for standard piste positions. ITN Building Components Group Inc. shell not be responsible for any deviation from this drawing, y failure to build Use tows 6n conformance with ANSUTPI 1, or for bandgng, shipping, insteliation & bracing of trusses. A all en this dnvMR err ewer pips tiding this dmdng, inmates aeuplsnoe et professional engineering raporolhmty Maly ter the dasipn shorn. The .ulhbg0y and use of this drrwdng foram structure Is the respmrodMAy of the Building Designer perANSSTPI 1 See.2. For more information see this fob's general rotes page and Ogee web saes: ITWBCG: wrw.itw6cg.00m; TPI: vmw.ipbreLog; WTCA w.nw.sbcindustry corn; ICC: wvww.icceffie.org TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPM (ALPINE][FBC2014Res/TPI-2007][910)[16124N/I] [TCLL 30.0](TCDL 15.0][BCDL 10.0][BCLL 0.0][OF 1.251[0C 24.0][NM 1)[SOFFIT 2.0] ===Bearings==[X-Loc[[React[[Min Size Req]== [ 0.00] [ 8711( 197h] [0.13] [11.67][ 6621(0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.06 0.06 25 8 SP SS 4- 6 653 -1224 0.00 0.04 0.05 3 8 SP SS 7-10 656 -1186 0.01 0.37 0.37 4 4 SP #2 N 10-12 477 -808 0.00 0.33 0.33 4 4 SP #2 N 11-16 6 -8 0.00 0.30 0.30 1 4 SP #2 N 5- 9 1106 -727 0.26 0.06 0.32 1 4 SP 02 N 9-14 1111 -724 0.18 0.38 0.55 2 4 SP #2 N 14-18 749 -491 0.13 0.31 0.44 2 4 SP #2 N 15-17 134 -161 0.04 0.05 0.09 26 4 SP 43 2- 3 581 -779 -_-= Plate Member =-=- PLATE MEMBER 2- 4 656 -1258 0.00 0.07 0.07 25 8 SP SS 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 4- 5 28 -41 -=-= Plate Member =-=- PLATE MEMBER 3- 5 1115 -734 0.26 0.06 0.32 1 4 SP #2 N 6- 8 648 -1185 -=-=Fictious Member=-=- SP SS 7- 8 1183 -649 -=-=Fictious Member=-=- SP #2 N 12-13 477 -748 -=-=Fictious Member=-=- SP #2 N 11-13 8 -6 -=-=Fictious Member=-=- SP #2 N 15-16 134 -161 -=-=Fictious Member=-=- SP #3 17-18 161 -134 -=-=Fictious Member=-=- SP #3 EndPts 8- 9 10-14 13-14 13-18 MaxTen MaxComp 134 -7 281 -437 391 -172 579 -885 Node X -Loc 0 -1.74 1 0.00 2 0.15 3 0.15 4 0.92 5 0.99 6 2.00 8 2.00 9 2.15 10 5.80 11 8.50 13 8. 14 8.50 15 12.33 16 12.33 17 12.33 18 12.33 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 12.47 13.14 13.14 13.14 10.65 13.15 13.15 10.65 10.65 AXL GLC S Grade 0.115 2 4 SP 2 6 4 SP 03 0.15 2 4 SP 1 03 3 Length Brace 7.77 36.91 26.50 47.15 Plate Cq JSI Method deflY(L) 0.01 L/999 405191) 0.80 0.37 0.00 L/999 0.02 L/999 0.02 L/999 408(0) 0.80 0.98 N 0.04 L/999 1.504 0.80 0.24 N 0.04 L/999 1.504 0.80 0.28 N 0.03 L/999 4X6 0.80 0.94 N 0_02 L/999 304 0.80 0.50 N 0.02 L/999 1.504 0.80 0.74 N 0_00 L/999 304(R)[18] 80 0.98 N 0.00 L/999 Length Pitch 21.52 3.00 13.65 3.89 47.22 3.25 33.43 3.01 46.00 -0.00 76.25 -0.00 46.00 -0.00 [STD.AUTO.LOAD][OC 24,00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3][ 011 31 PLF @ 2.0 to 31 @ 8.5 [y=16.311 01] Brace 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3]( 01] Plywd 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1] [ 0%1 Plywd 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0%) Plywd 60 PLF @ -1.8 to 60 @ 2.0 [y=16.31[100%) Plywd 60 PLF @ 2.0 to 60 @ 8.5 [y=16.3][100%] Plywd 60 PLF @ 8.5 to 60 @ 12.3 [y=16.3][100%) Diaph Brg.# 1 Vert.R= 871.4 # Hor.R= 0.08 Diaph Brg.# 2 Vert.R= 662.1 # Hor.R= -0.00 26.50 -Bending Web- [FBC pass #2][0C 24.00][DF 1.25][NM 1) 0.50 -Vert- Repetitive Factors Used: Yes 10.12 5.28 Plywd 31 PLF @ -1.8 to 31 @ 2.0 [y=16.31] 0% 2.19 -9.07 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3]1 0% 5.34 -71.89 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3][ 0% 10.17 -0.82 Diaph 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1)[ 01 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0% 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][1003 0.00 -Vert- Brg.# 1 Vert.R= 508.7 # Hor,R= -0.00 0.00 -Vert- Brg.# 2 Vert.R= 427.0 # Hor,R= -0.00 0.00 -Vert- 0.00 -Vert- deflY T) 0.02 L/845 0.00 L/999 0.05 L/999 0.05 L/999 0.12 L/999 0.13 1/999 0.06 L/999 0.05 L/999 0.05 L/999 0.00 L/999 0.00 L/999 dxL 0.00 0.00 0.01 0.00 0.02 0.00 0.01 0.00 0.01 0.00 0.01 [Partial Unbal. 11)[OC 24.00][98 1.25])NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3][ 01) 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3][ 03] 31 PLF @ 8.5 to 31 8 12.3 [y=16.311 03] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1]] 00] 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1]( 0%1 60 PLF @ -1.8 to 60 @ 0.0 [y=16.3)(10031 dxT 60 PLF @ 2.3 to 60 @ 8.5 [y=16.3][100%] 0.01 60 PLF @ 8.5 to 60 @ 12.3 [y=16.3][100%) Brg.# 1 Vert.R= 745.2 # Hor,R= -0.00 Brg.# 2 Vert.R= 650.8 # Hor.R= -0.00 0.02 (Partial Unbal. Rt)[00 24 0.00 Repetitive Factors Used: 0.05 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 8.5 to 31 @ 0.00 4 PLF @ -1.8 to 4 @ 0.01 20 PLF @ 0.0 to 20 @ 0.01 60 PLF @ -1.8 to 60 @ ---- 60 PLF @ 2.0 to 60 @ Brg.# 1 Vert.R= 760.7 # 0.02 Brg.# 2 Vert.R= 370.5 # .00][DF 1.25][NM 1] Yes2.0 jj 8.5 [y 16.3] [ 0%) 12.3 j[y=16.3]][[ 0%] 12.3 [ 5.11 [ 041 2.0 [y=16.31[100%1 5.6 [y=16_3][1003] Bor.R= 0.0# Hor.R= -0.00 ---- [Partial Unbal, Lt1][0C 24.00][DF 1.25][NM 1] 0.02 Repetitive Factors Used: Yes ---- 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3][ 001 31 PLF @ 2.0 to 31 @ 8.5 [y=16.3]( 0%1 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3][ 0%] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 00] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 09) 60 PLF @ -1.8 to 60 @ 0.0 y=16.311[100%) 60 PLF @ 9.1 to 60 @ 12.3 [y=16_31[100%] Brg.# 1 Vert.R= 523.5 # Hor.R= 0.04 Brg.# 2 Vert.R= 466.9 # Hor.R= 0.00 [Partial Unbal. Rtl][0C 24.00)[DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=16.3][ 01] 31 PLF @ 2.0 to 31 @ 8.5 [y=16.31[ 00) 31 PLF @ 8.5 to 31 @ 12.3 [y=16.3][ 03] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 0%1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 0%1 60 PLF @ -1.8 to 60 @ 2.0 [y-16.3[)100%) 60 PLF @ 2.0 to 60 @ 8.5 [y=16.31[100%1 60 PLF @ 8.5 to 60 @ 12.0 [y=16.31[100%1 Brg.# 1 Vert.R= 871.2 # Hor.R= 0.00 Brg.# 2 Vert.R= 644.8 # Hor.R= -0.00 [MWFRS ASCE Perp/L++][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3](1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31 0) -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5]1100 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3)1 0 10 PLF @ 8.5 to 10 @ 12.3 (y=16.31( 0 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1](1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0 -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1 Brg.# 1 Vert.R= 79.7 # Hor.R= 5.8# Brg.# 2 Vert.R= -24.3 # Hor.R= -0.04 [MWFRS ASCE Perp/L+-](0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.311100) 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3] 01 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100) 10 PLF @ 0.0 to 10 @ 8.5 [y=16.31[ 0) 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 0) 36 PLF @ -1.8 to 36 @ 0.0 L (y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]) 01 -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1( Brg.# 1 Vert.R= 228.6 # Hor,R= 5.8# Brg.# 2 Vert.R= 124.6 # Hor,R= -0.0# [MWFRS ASCE Perp/L-+]]0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 [y=13.3][100) 10 PLF @ -1.8 to 10 @ 0.0 (y=16,31[ 0) -43 PLF @ 0.0 to -43 @ 2.0 L (y=11.61(11 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100) 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3)[ 0) 10 PLF @ 8.5 to 10 @ 12.3 [y=16.31[ 0) -89 PLF•@ -1.84t -89 @ 0.0 L (y=11.1][1( • • 10 PLF:@• tit? 10 @ j?•3, S 1]] 0) • • • -43 PLF-@ 2.0 to -43 @ 8.5-r +y=13.31[1( 410 •Brg.# 1 eeet.R=• -362.4 4 Hor.R• 130.44 Brg.# 2 ert! 40240.1 # o • -0.0# • [MWFRS ASCE Perp/L--]]0C 24.00][DF i.60]]NM Repetitive Factors Used: 01•9,••• • •••• • -52 PLF:@• 5% -52 01'2.3 [y=11,3][100) •••• -43 PLF 8 0 -lista0 PLFiro@ to -43 @ •2.0 y(s11.6] [11( • • 12 PLF".".0 t 12 @ ?2!1'1J-10.5][1001 „•„• • • • 10 PLF @ 070•t$ 10 8.844‘414.31f 0) 10 PLF @ 8.5 to 10 @ 12.3 [yi16.3][ Oa -89 PLF @ -198 to -89 @ 0.0 d jy=11.1][1( • •� 10 PLF•@ 0.0•to 10 0,141,44.1H 01 -43 PLF•@••740t� • -43 @ 8.5L `y=13.3][1( • • Brg.# 1 fert.R= -213.5 # 4tor.R= 130.4# •••• Z rg.# 2 Ve6i• -91.2 # IIdi!R••!- 0.0# [MWFRS AS44Perp/16++] [0C 24.00] [DF 1.60] [NM Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3](100) 10 PLF @ -1.8 to 10 @ ,0.0 [y=16.311 0) -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 (y=10.5][100) 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 01 10 PLF @ 8.5 to 10 @ 12.3 [y=16.3][ 0) -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1]( 01 -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][1( Brg.# 1 Vert.R= -129.7 # Hor.R= 68.4# Brg.# 2 Vert.R= -65.4 # Hor.R= 0_0# [MWFRS ASCE Perp/R+-][0C 24.001[DF 1.601[NM Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3][100) 10 PLF @ -1.8 to 10 @ 0.0 [y=16.311 0) -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 (y=10.51[1001 10 PLF @ 0.0 to 10 @ 8.5 (y=16.31( 0) 10 PLF @ B.5 to 10 @ 12.3 (y=16.3][ 01 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1]( 0) -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[1( Brg.# 1 Vert.R= 19.2 # Hor.R= 68.44 Brg.# 2 Vert.R= 83.5 # Hor.R= -0.0# [MWFRS ASCE Perp/R-+][0C 24.00)[DF 1.60][NM Repetitive Factors Used: Yes - 52 PLF @ 8,5 to -52 @ 12.3 [y=13.3][1008] 10 PLF 0 -1.8 to 10 @ 0.0 [y=16.31[ 081 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][10081 - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF 0 0.0 to 10 @ 8.5 ]y-16.3]] 081 10 PLF 0 8.5 to 10 @ 12.3 [y=16.3]1 08) -27 PLF @ -1.8 to -27 @ 0.0 L [yy=-11.1][100%] 10 PLF 0 0.0 to 10 @ 12.3 [y= 5.111 0%1 -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[100%1 Brg.# 1 Vert.R= -154.8 # Hor.R= 68.40 Brg.# 2 Vert.R= -199.7 # Hor.R= -0.00 [MWFRS ASCE Perp/R--][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 [y=13.3][1008] 10 PLF 0 -1.8 to 10 @ 0.0 [y=16.3]( 0%] -27 PLF @ 0.0 to -27 @ 2.0 L (yy=-11.6]][[100%] 12 PLF @ 0.0 to 12 @ 12.3 [y-10.5]]1008] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.31[ 08] 10 PLF @ 8.5 to 10 @ 12.3 y=16.31( 081 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][10081 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 081 -27 PLF @ 2.0 to -27 @ 8.5 L [y=13.31[100%1 Brg.# 1 Vert.R= -5.9 # Hor.R= 68.411 Brq.# 2 Vert.R= -50.7 # Hor.R= 0.0# [MWFRS ASCE Parl++][0C 24.00][DF 1.60]]N84 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 (y=13.31[100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 08] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6](1008] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1008] 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3][ 08] 10 PLF @ 8.5 to 10 @ 12.3 [9=16.3][ 08] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1)1100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 08) -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3]]1008] Brg.# 1 Vert.R= -10.8 # Hor.R= 26.74 Brg.# 2 Vert.R= -17.5 # Hor.R= -0.00 (MWFRS ASCE Parl+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 10 PLF @ 8.5 to -10 @ 12.3 [y=13.3][1008] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3]1 081 -10 PLF @ 0.0 to -10 @ 2.0 L (y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 ]y -l0.5][1008] 10 PLF d 0.0 to 10 @ 8.5 [y=16.31[ 08] 10 PLF @ 8.5 to 10 @ 12.3 [y=16.31[ 08] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1008] 10 PLF @ 0.0 to 10 @ 12.3 [y 5.111 0%1 -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.3][1003] Brg.# 1 Vert.R= 138.1 # Hor.R= 26.7# Brg.# 2 Vert.R= 131.5 # Hor.R= -0.00 [MWFRS ASCE Parl-+][0C 24.00)IDE 1.60][NM 11 Repetitive Factors Used: Yes -29 PLF @ 8.5 to -29 @ 12.3 [y=13.311100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3][ 0%] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.61[100%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%1 10 PLF @ 0.0 to 10 @ 8.5 [y=16.3]( 08] 10 PLF @ 8.5 to 10 @ 12.3 [y==16.31[ 08] - 29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][100%] 10 PLF@ 0.0 to 10@12.3 [y=5.1][ 0%) -29 PLF @ 2.0 to -29 @ 8.5 L (y=13.31]1008] Brg.# 1 Vert.R= -157.2 # Hor.R= 74.1188 Brg.# 2 Vert.R= -131.7 # Hor.R= -0.00 [MWFRS ASCE Parl--] Repetitive Factors - 29 PLF @ 8.5 to 10 PLF @ -1.8 to -29 PLF @ 0.0 to 12 PLF a 0.0 to 10 PLF 3 0.0 to 10 PLF 18 8.5 to - 29 PLF @ -1.8 to 10 PLF @ 0.0 to 29 PLF @ 2.0 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= [OC 24.00][DF 1.601(0M 1] Used: Yes - 29 @ 12.3 [y=13.3](1008] -10.0 [y-16.3 [ 08] 9@@ 2.0 1 [y=ll.6][100%] 12 @ 12.3 [y=10.5][1008] 10 @ 8.5 [y=16.3][ 081j 10 @ 12.3 [y=16.3][ 0%1 -29 @ 8.5 L [y=13.3][1008] - 8.2 # Hor.R= 74.10 17.2 # Hor.R= -0.00 [MWFRS ASCE PrpD/L+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 10 PLF @ 8.5 to -10 @ 12.3 [y=13.3](1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3][ 08] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1008] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%) 31 OLE @ 0.0 to 31 @ 8.5 [y=16.3]1 0%] 30 PLF @ 8.5 to 30 @ 12.3 [y=16.3]1 08] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[1008] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]1 081 -10 PLF @ 2.0 to -10 @ 8.5 L (y=13.3][1008] Brg.# 1 Vert.R= 458.2 # Hor.R= 5.88 Brg.# 2 Vert.R= 306.2 # Hor.R= -0.00 [MWFRS ASCE PrpD/L--][0C 24.001[DF 1.601[NM 1] Repetitive Factors Used: Yes - 52 PLF @ 8.5 to -52 @ 12.3 [y=13.3][1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3][ 08] - 43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1008] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%1 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3]( 08] 30 PLF @ 8.5 to 30 @ 12.3 [y=16.3]( 081 -89 PLF @ -1.8 to -89 @ 0.0 L (y=11.11[100%] 20 PLF @ 0.0 to 20@12.3 [y=5.1][ 08] -43 PLF @ 2.0 to -43 @ 8.5 L [y=13.3][1008] Brg.# 1 Vert.R= 16.1 # Hor,R= 130.40 Brg.# 2 Vert.R= 90.4 # Hor.R= -0.00 [MWFRS ASCE PrpD/R+-)[0C 24.00](DF 1 60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.31[100%] 31 PLF @ -1.8 to 31 @ 0.0 (y=16.3)[ 08] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61(100%1 12 PLF @ 0.0 to 12 @ 12.3 (y=10.51[10081 31 PLF @ 0.0 to 31 @ B.5 (y=16.3]1 0%1 30 PLF @ 8.5 to 30 @ 12.3 [y=16.31[ 081 -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.11[100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 0%1 - 27 PLF @ 2.0 to -27 @ 8.5 L (y=13.3][1008] Brg.# 1 Vert.R= 248.7 # Hor.R= 68.40 Brg.# 2 Vert.R= 265.0 # Hor.R= -0.04 [MWFRS ASCE PrpD/R--][0C 24.00][DF 1.60110M 1] Repetitive Factors Used: Yes -52 PLF @ 8.5 to -52 @ 12.3 [y=13.3][1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.31( 08] - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61[100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1008] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.3][ 08] 30 PLF @ 8.5 to 30 @ 12.3 1y=16.3][ 08] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[100%] 20 PLF @ 0.0 to 20 @ 12.3 [y== 5.1)( 0%) - 27 PLF @ 2.0 to -27 @ 8.5 L [y=13.3][100%] Brg.# 1 Vert.R= 223.7 # Hor.R= 68.4# Brq # 2 Vert.R= 130.8 # Hor.R= -0.00 [MWFRS ASCE Pr1D+-][00 24.001[DE 1.601[NM 1] Repetitive Factors Used: Yes -10 PLF @ 8.5 to -10 @ 12.3 [y=13.3][1008] 31 PLF @ -1.8 to 31 @ 0.0 [9=16.31[ 081 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1008] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%1] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.31( 08] 30 PLF @ 8.5 to 30 @ 12.3 [y=16.31[ 08] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1008] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 08] -10 PLF @ 2.0 to -10 @ 8.5 L [y=13.31[1008] Brg.# 1 Vert.R= 367.7 # Hor.R= 26.7# Brg_# 2 Vert.R= 313.0 # Hor.R= -0.00 [MWERS ASCE PrD1--][00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 29 PLF @ 8.5 to -29 @ 12.3 [y=13.31[100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.3][ 08] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.6][10081 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5][1008] 31 PLF @ 0.0 to 31 @ 8.5 [y=16.311 08] 30 PLF @ 8.5 to 30 @ 12.3 (y=16.3][ 08] -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.11[100%] 20 PLF @ 0.0 to 20 @ 12.3 [y== 5.11[ 0%1 -29 PLF @ 2.0 to -29 @ 8.5 L [y=13.31110081 Brg.# 1 Vert.R= 221.3 # Hor.R= 74.10 Brg.# 2 Vert.R= 198.8 # Hor.R= -0.00 [C6C ASCE Wind Lt -+](0C 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes -89 PLF @ 8.5 to -89 @ 11.5 [y=13.31[1008] 10 PLF @ -1.8 to 10 @ 0.0 [y=16.31[ 08] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.31[ 08] - 63 PLF @ 11.5 to -63 @ 12.3 [y=13.3][1008] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6](100%] 10 PLF @ 1.2 to 10 @ 8.5 (y=16.311 0%1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1008] 10 PLF @ 8.5 to 10 @ 11.5 [y=16.3]1 0%1 -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.4][100%] 10 PLF @ 11.5 to 10 @ 12.3 (y=16.3]1 0%] 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 081 _56 PLF @ 2.0 to _56 @ 8.5 L [y=13_3][100%] ICE ASCE Wind Rt -+](00 24.00][DF 1.60]1NM 11 Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 5.5 L [y=12.5](100%] -89 PLF @ 9.3 to -89 @ 12.3 [y=13.3][1008] 10 PLF @ -1.8 to 10 @ 5.5 [y=16.31( 081 -91 PLF @ 5.5 to -91 @ 8.5 L [y=13.31[100%] 10 PLF @ 5.5 to 10 @ 8.5 [y=16.31( 08] - 12 PLF @ 0.0 to -12 @ 12.3 (y=10.51[100%1 10 PLF @ 8.5 to 10 @ 9.3 [y=16.3][ 0%) - 56 PLF @ -1.8 to -56 @ 2.0 L 1y=11.61[100%) 10 PLF @ 9.3 to 10 @ 12.3 [y=16,3][ 08] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11[ 08] _63 PLF @ 8.5 to -63 @ 9.3 [y=13_3](1008] [CSC ASCE Wind Lt --](OC 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -89 PLF @ 6.5 to -89 @ 11.5 [y=13.3](10081 10 PLF @ -1.8 to 10 @ 0.0 [y=16.3]1 0%1 -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[1008] 10 PLF @ 0.0 to 10 @ 1.2 [y=16.31( 08] - 63 PLF @ 11.5 to -63 @ 12.3 [y=13.31[100%]] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11,61[100%1 10 PLF @ 1.2 to 10 @ 8.5 [y=16.31( 08] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51(10081 10 PLF @ 8.5 to 10 @ 11.5 [y=16.3]( 081 - 91 PLF @ 0.0 to -91 @ 1.2 L [99=11.4][100%1 10 PLF @ 11.5 to 10 @ 12.3 [y=16.31( 0%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 08] - 56 PLF @ 2_0 to -56 @ 8.5 L (y=13.31[100%] [C6C ASCE Wind Rt --1[0C 24.00](DF 1.601(RM 1] Repetitive Factors Used: Yes - 56 PLF @ 2.0 to -56 @ 5.5 L [y=12.511100%1 - 89 PLF @ 9.3 to -89 @ 12.3 [y=13.3][100%] 10 PLF @ -1.8 to 10 @ 5.5 [y=16.3][ 08] -91 PLF @ 5.5 to -91 @ 8.5 L [y=13.3](1008] 10 PLF @ 5.5 to 10 @ 8.5 (y=16.311 081 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51110081 10 PLF @ 8.5 to 10 @ 9.3 [y=16.31( 081] - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6][1008] 10 PLF @ 9.3 to 10 @ 12.3 (y=16.31[ 08] 10 PLF@ 0.0 to 10@12.3 [p=5.11( 0%] -63 PLF @ 8.5 to -63 @ 9.3 [y=13.3J[1008] (C&C ASCE Wind Lt--D]]OC 24.00]IDF 1.60][NM 11 Repetitive Factors Used: Yes -89 PLF @ 8.5 to -89 @ 11.5 [y=13.31[1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=16.31( 08] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1008] 31 PLF @ 0.0 to 31 @ 1.2 (y=16,3]( 08] - 63 PLF @ 11.5 to -63 @ 12.3 (y=13.31[100%] - 56 PLF @ 1.2 to -56 @ 2.0 L [y=11.61[1008] 31 PLF @ 1.2 to 31 @ 8.5 [y=16.3][ 08] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1008] 30 PLF @ 8.5 to 30 @ 11.5 [y=16.3][ 08] -91 PLF @ 0.0 to -91 @ 1.2 L (y=11.41[100%1 3D PLF @11.5 to 30@12.3 [y=16.311 08] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 08] -56 PLF @ 2.0 to -56 @ 8.5 L [y=13.3][1000] [C&C ASCE Wind Rt--D](0C 24.001(0F 1.601(NM 1] Repetitive Factors Used: Yes - 5E PLF @ 2.0 to -56 @ 5.5 L [y=12.51(100%1 -89 PLF @ 9.3 to -89 @ 12.3 [y=13.3](1003] 31 PLF @ -1.8 to 31 @ 5.5 [y=16.3][ 08] -91 PLF @ 5.5 to -91 @ 8.5 L [y=13.3](1008] 31 PLF @ 5.5 to 31 @ 8.5 [y=16.3]1 0%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1003] 30 PLF @ 8.5 to 30 @ 9.3 [y=16.31( 08) - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6](1003) 30 PLF @ 9.3 to 30 @ 12.3 [y=16.3]( 081 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 08] - 63 PLF @ 8.5 to -63 @ 9.3 [y=13.31(1003] • • • • •• • • • • •••• • • •• •• • • • • • • • • • •• • • • •• • • • • • •• • • •• • • • • • •• ••• • • • •• • • • • • • •••• • • • • •• • Job:(16124N) / A11 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "139" uses design values approved 1/30/2013 by ALSC Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. T 6'6" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. 3r f ) Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [16] W3X5 S 2.75 5'10" ] • • • • • •• • [�-- 1'8" - [ R=871# U=372# RL=109# W=8" (Rigid Surface) LEFT RAKE = 1'8"10 PLT. TYP.-WAVE DESIGN CRIT=FBC2014RES/TPI-2007 FT/RT=20%(0"4u 1(0) 12'4" QTY= 1 TOTAL= 1 R=662# U=248# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 P.4RM DENiRAI. BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme Cara in fabricating, handing, sMppaig, Installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, lop chord she0 have properly attached structural sheathing and bottom chord shall have a properly attached rigid Log. Locations shown for permanent latorel restraint of webs shall have bracing installed per SCSI sections 83, 87 or 510, as applicable. Apply plates to each face of tons and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A -Z for standard plate positions, IOW Budding Components Group Inc. shell not be responsible for any deviation from this drawing, any failure to build the buss in conformance with ANSIPEPI 1, or for handling, shipping, installation 8 brechg of busses. And an lila Owing mower page Wing Mile droning, Indicate, empanel of profession.' engineering mpondbNry solely forth design shown. The eug.bOly end Liss of this drawing for any ebuetuo. Is the reeponslblgy of the Building Dedgner par ANSIRPI 1 Sec.2. For more bdormation see this job's general rales page and these web sites: ITWBCG'. www.0Mlcg.wm; TPI: www.tpmst.org; WTCA wwwsbcindustry.com; ICC: w,wr.iceaafe.org • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • •••• • .• •• • SEQ = 489159 REV. 15.01.010.0610.23 SCALE =0.5000 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 1 0.0psf 0.0psf 55.0psf REF • •• • • • • • • • •• • • • • DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB*: 16124N SPACING 24.0" TYPE HIPM [ALPINE][FBC2014Res/TPI-2007][All][161248/1] [TCLL 30.0)[TCDL 15.0][BCDL 10.0] [BCLL 0.0][DF 1.25][0C 24.0] [NM 1][SOFFIT 2.0] ===Bearings==[X-Loc][React[[Min Size Req]== [ 0.00][ 871][ 1691110.13] [11.67][ 6621[0.131 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.06 0.06 25 8 SP SS 4- 7 698 -1245 0.00 0.05 0.05 3 8 SP SS 6-10 705 -1212 0.01 0.47 0.48 1 4 SP 42 N 11-15 22 -35 0.00 0.70 0.70 5 4 SP 42 N 5- 9 1135 -746 0.20 0.23 0.43 4 4 SP 42 N 9-13 1131 -736 0.17 0.35 0.52 2 4 SP 42 N 13-16 1141 -738 0.18 0.35 0.52 2 4 SP 42 N 14-17 188 -244 0.00 0.21 0.22 5 4 SP 43 2- 3 600 -777 -=-= Plate Member =-_- PLATE MEMBER 2- 4 706 -1280 0.00 0.07 0.07 25 8 SP SS 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 4- 5 67 -67 -_-= Plate Member =-= PLATE MEMBER 3- 5 1141 -749 0.26 0.06 0.33 1 4 SP 42 N 7- 8 694 -1207 -=-=Fictions Member=-= SP SS 6- 8 1209 -697 -=-=Fictious Member=-=- SP #2 N 10-12 709 -1109 -=-=Fictious Member=-=- SP #2 N 11-12 35 -22 -=-=Fictious Member=-=- SP 42 N 14-15 188 -244 -=-=Fictious Member=-=- SP #3 16-17 188 -244 -=-=Fictious Member=-=- SP #3 EndPts MaxTen MaxComp 8- 9 111 -94 12-13 258 -25 12-16 759 -1172 Node X -Loc 0 -1.74 1 0.00 2 0.15 3 0.15 4 0.92 5 0.99 7 2. 8 2.00 9 2.15 10 6.50 11 6.50 12 6.50 13 6.65 14 33 5 12. 16 12.33 17 12.33 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 12.64 12.64 12.64 10.65 12.65 12.65 10.65 10.65 AXL 0.04 0.10 0.78 GLC S Grade 5 4SP#3 2 4 SPP #3 Length Brace 7.77 20.50 66.25 Plate Cq JSI Method def1Y(L) 0.01 L/999 4X5(A1) 0.80 0.38 0- .00 L/999 0.02 L/999 0.02 L/999 4X8(0) 0.80 0.56 N 0.04 L/999 1.5X4 0.80 0.20 N 0- .04 L/999 5X8 0.80 0.97 N 0.04 L/999 1.5X4 0.80 0.48 N 0.04 L/999 1.5X4 0.80 0.85 N 0.00 L/999 0.00 L/999 3X5(R1[16] 80 1.00 0 [STD.AUTO.LOAD][0C 24,00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=15.8] [ 0%] 31 PLF @ 2.0 to 31 @ 6.5 y=15.8][ 081 Length Pitch Brace 31 PLF @ 6.5 to 31 @ 12.3 y=15.8 [ 08] 21.52 3.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 [ 08] 13.65 3.89 Plywd 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1 [ 0%] 55.91 3.22 Plywd 60 PLF @ -1.8 to 60 @ 2.0 y=15.8 [1000] 70.00 0.00 Plywd 60 PLF @ 2.0 to 60 @ 6.5 y=15.8 [100%] 13.86 -0.00 Diaph 60 PLF @ 6.5 to 60 @ 12.3 y=15.8 [100%] 54.00 -0.00 Diaph Brg.# 1 Vert.R= 871.4 # Hor,R= 0.00 68.25 -0.00 Diaph Brg.# 2 Vert.R= 662.1 # Hor.R= 0 04 0.50 -Vert- [FBC pass #2][00 24.00]]DF 1,25][NM 1] 10.12 5.28 Plywd Repetitive Factors Used: Yes 2.19 -9.07 31 PLF @ -1.8 to 31 @ 2.0 [y=15.8]] 08] 5.34 -71.88 31 PLF @ 2.0 to 31 @ 6.5 [y=15.811 0%] 10.17 -0.82 Diaph 31 PLF @ 6.5 to 31 @ 12.3 [y=15.81` 03] 0.00 -Vert- 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 0%] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 08] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 y= 5.11[100%] 0.00 -Vert- Brg.# 1 Vert.R= 508.7 # Hor.R= -0.04 0.00 -Vert- Brg.# 2 Vert.R= 427.0 # Hor.R= -0.04 0.00 -Vert def1Y(T) 0.03 L/701 0.00 L/999 0.05 L/999 0.05 L/999 0.11 L/999 0.12 L/999 0.09 L/999 0.09 L/999 0.00 L/999 0.00 L/999 [Partial Unbal. Lt][OC 24. Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 6.5 to 31 @ 4 PLF @ -1.8 to 4 @ dxL dxT 20 PLF @ 0.0 to 20 @ 0.00 0.01 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.3 to 60 @ 60 PLF @ 6.5 to 60 @ 0.00 0.00 Brg.# 1 Vert.R= 745.2 # 0.01 0.02 Brg.# 2 Vert.R= 650.8 4 0.00 0.00 0.01 0.04 [Partial Unbal. Rt][OC 24. ---- Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 0.00 0.00 31 PLF @ 2.0 to 31 @ 0.01 0.02 31 PLF @ 6.5 to 31 @ ---- 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 0.01 0.01 60 PLF @ -1.8 to 60 @ 0.01 0.02 60 PLF @ 2.0 to 60 @ Brg.# 1 Vert.R= 787.6 # 0.01 0.03 Brg.# 2 Vert.R= 395.8 # 00][DF 1.25][NM 11 Yes 2.0 ]y=15.8]] 0% 6.5 [y=15.81[ 04 12.3 j[y=15.8]] 04 12.3 [y 5.1] [ 04 0.0 [y=15.8]][100% 12.3 [y15.8] [100% Hor.R= 0.08 Hor.R= -0.04 00]][DF 1.25)[NM 1] Yes 2.0 (yy=15][ 0%] 0%] 12.3 (y=15.8][ 0%] 12.3 [y= 3:111 09] 2.0 [y=15.8][1008] 6.5 [y=15.8][100%] Hor.R= 0.0# Hor.R= -0.04 [Partial Unbal. Ltl][0C 24.00][DF 1.25] NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=15.8 31 PLF @ 2.0 to 31 @ 6.5y=15.81 31 PLF @ 6.5 to 31 @ 12.3 [y=15.8] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1 60 PLF @ -1.8 to 60 @ 0.0 [y=15.8 60 PLF @ 7.3 to 60 @ 12.3 [y=15.8 Brg.# 1 Vert.R= 560.2 # Hor.R= 0.0# Brg.0 2 Vert.R= 537.4 # Hor.R= 0 04 [Partial Unbal. Rtl][OC 24.00][DF 1.25][NM 1 Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=15.8 0% 31 PLF @ 2.0 to 31 @ 6.5 [y=15.8 04 31 PLF @ 6.5 to 31 @ 12.3 [y=15.8 0% 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 0% 20 PLF @ 0.0 to 20 @ 12.3y= 5.1 0% 60 PLF @ -1.8 to 60 @ 2.0 [y=15.8 100% 60 PLF @ 2.0 to 60 @ 6.5 [y=15.8][100% 60 PLF @ 6.5 to 60 @ 12.0 [y=15.8 100% Brg.# 1 Vert.R= 871.2 4 Hor.R= -0.04 Brg.# 2 Vert.R= 644.8 # Hor.R= 0 04 [MWFRS ASCE Perp/L++][0C 24.00][DF 1 60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8[]100%1 081 0%1 0%1 1009] 100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.8]( 09 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1009 10 PLF @ 0.0 to 10 @ 6.5 [y=15.81( 09 10 PLF @ 6.5 to 10 @ 12.3 [y=15.8]( Oi 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [0= 5.1][ 09 -10 PLF @ 2.0 to -10 @ 6.5 L [y=12.8]][1( Brg.# 1 Vert.R= 78.9 0 Hor.R= 0.54 Brg.# 2 Vert.R= -23.6 # Hor.R= -0.04 [MWFRS ASCE Perp/L+-]]OC 24.00]]DF 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8][100( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.81[ 09 -10 PLF @ 0.0 to -10 @ 2.0 L ]y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100( 10 PLF @ 0.0 to 10 @ 6.5 ]y=15.81[ 09 10 PLF @ 6.5 to 10 @ 12.3 [y=15.8][ 01 36 PLF @ -1.8 to 36 @ 0.0 L ]y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 09 -10 PLF @ 2.0 to -10 @ 6.5 L [y=12.8][1( Brg.# 1 Vert.R= 227.8 # Hor.R= 0.54 Brg.# 2 Vert.R= 125.3 # Hor.R= 0.04 [MWFRS ASCE Perp/L-+][00 24.00][DF 1 60][NM Repetitive Factors Used: Yes -52 PLF @ 6.5 to -52 @ 12.3 [y=12.8][100( 10 PLF @ -1.8 to 10 @ 0.0 ]y=15.8]1 01 -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6111( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5]1100; 10 PLF 0 0.0 to 10 @ 6.5 ]y=15.81( 09 10 OLE 1•6!5•et• 10 @ 1Z34 1.9]] 09 • • - 89 PLF T -1.8 to -89 @ U 0 L [ys11.1] [1( • • •• • 10 PLF43 PLF C+i200 to -433 @ 12.3 [y0,5.119 [ Big.8 1 Vc�1t.R=• •-372.3 # Hor.R= 108.60 • Pig .# 2 Vert.R=. -247.5 # Hai .11= - - 0.00 • • • •[MWFRS ASC 4up/E--][00 24.�0]IDF 1.10][NM • • • • •R2petitive.Fa Ort used: Ys... -52 PLF @ 6.5 to -52 @ 12.3 [,=1 .!][1009 10 PLF @•-2.,8 to • 10 @ 0!0• y1!.8]1 01 • •93 PLF @ 0,04�i-43 @ 2•(:T•j�li.b][1(.' • • • • 12 PLF @ 0.0 to 12 @ 12.3y=ls.5)[1001 .10 PLF @ 0.0to 10 @ 6.5 [y- 81[ 09 • • 010 PLF @ 6.5 t4 10 @ 12.3.[y j 4] [ 0( • X89 PLF @i it.i 4, r89 @ 0.0 L [y=11.1][1( • •10PLF @..0to 10@1203[2=5. [ 0( • • 443 PLF @ 2.111 -43 @ 6:6171/1/1481[1( • • BPS.# 1 Ve '!!! .-: 3,4 # Hor.R= 108.64 Brg.# 2 Vert.R. _98_6 # Hor.R= 0.0# [MWFRS ASCE Perp/R++][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8][100( 10 PLF @ -1.8 to 10 @ 0.0 ]y=15.8][ 0`: -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[100! 10 PLF @ 0.0 to 10 @ 6.5 [y=15.811 09 10 PLF @ 6.5 to 10 @ 12.3 [y=15.8]( 0( -27 PLF @ -1.6 to -27 @ 0.0 L [y=11.11[1( 10 PLF @ 0.0 to 10 @ 12.3 ]y= 5.1] 0( -27 PLF @ 2.0 to -27 @ 6.5 L ]y=12.8][1( Brg.# 1 Vert.R= -118.5 # Hor.R= 54.84 Brg.0 2 Vert.R= _43.6 # Hor.R= _0_04 ]MWFRS ASCE Perp/R+-][OC 24.00][DE 1.60][NM Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8][100( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.8] 09 -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.8][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1009 10 PLF @ 0.0 to 10 @ 6.5 [y=15.8][ 01 10 PLF @ 6.5 to 10 @ 12.3 (y=15.8][ 0( -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0( -27 PLF @ 2.0 to -27 @ 6.5 L [y=12.8][1( Brg.# 1 Vert.R= 30.4 0 Hor.R= 54.8# Brg.# 2 Vert.R= 105.3 # Hor.R= 0.0# ]MWFRS ASCE Perp/R-41[0C 24.00][DE 1 60][NM Repetitive Factors Used: Yes - 52 PLF @ 6.5 to -52 @ 12.3 [y=12.81[10001 10 PLF @ -1.8 to 10 @ 0.0 [y=15.8][ 0$] - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100$] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100$1 10 PLF @ 0.0 to 10 @ 6.5 [y=15.8][ 0$] 10 PLF @ 6.5 to 10 @ 12.3 (y=15.8]1 01] -27 PLF @ -1.8 to -27 @ 0.0 L [y-11.111100$] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11] 01] -27 PLF @ 2.0 to -27 @ 6.5 L [y=12.811100$1 Brg.# 1 Vert.R= -176.5 # Hor.R= 54.80 Brg_# 2 Vert. -R= -228_0 # Hor.R= 0_0# [MWFRS ASCE Perp/R--110C 24.00]IDF 1.60][NM 1] Repetitive Factors Used: Yes -52 PLF @ 6.5 to -52 @ 12.3 1y=12.8]1100$] 10 PLF @ -1.8 to 10 @ 0.0 (y=15.8]1 03] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100$] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5][100$] 10 PLF @ 0.0 to 10 @ 6.5 [y=15.81[ 03] 10 PLF @ 6.5 to 10 @ 12.3 (y=15.8][ 0$] - 27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1][100$] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0$] -27 PLF @ 2.0 to -27 @ 6.5 L [y=12.8][100$] Brg.8 1 Vert.R= -27.6 # Hor.R= 54.84 Brg.# 2 Vert.R= -79.1 0 Hor.R= -0.08 [MWFRS ASCE Parl++][OC 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8]1100%] 10 PLF @ -1.8 to 10 @ 0.0 ]y=15.81] 00] -10 PLF @ 0.0 to -10 @ 2.0 L ]yy--11.61[100%] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10,5][100$] 10 PLF @ 0.0 to 10 @ 6.5 [y=15.8]1 01] 10 PLF @ 6.5 to 10 @ 12.3 [y=15.8]1 0$] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1]1100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 08] -10 PLF @ 2.0 to -10 @ 6.5 L [y=12.8111001] Brg.# 1 Vert.R= -11.6 # Hor.R= 21.40# Brg.# 2 Vert.R= -16.8 # Hor.R= -0.04 [MWFRS ASCE Parl+-][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8][100$] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.81[ 0$] -10 PLF @ 0.0 to -10 @ 2.0 L [y-11.6](100$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 6.5 [y=15.811 0$] 10 PLF @ 6.5 to 10 @ 12.3 [y=15.81( 01] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1](100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 00] -10 PLF @ 2.0 to -10 @ 6.5 L (y=12.8]]1000] Brg.# 1 Vert.R= 137.3 # Hor.R= 21.40 Brg.# 2 Vert.R= 132.1 # Hor.R= -0.08 [MWFRS ASCE Parl-+][0C 24.00][DF 1.601(00 11 Repetitive Factors Used: Yes - 29 PLF @ 6.5 to -29 @ 12.3 [y=12.81[100$] 10 PLF @ -1.8 to 10 @ 0.0 (y=15.8][ 01] -29 PLF @ 0.0 to -29 @ 2.0 L [y=11.6](1001] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100$] 10 PLF @ 0.0 to 10 @ 6.5 (y=15.8][ 0$1 10 PLF @ 6.5 to 10 @ 12.3 [9=15.81[ 01] -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1][100$] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 01] - 29 PLF @ 2.0 to -29 @ 6.5 L [y=12.8][10011 Brg.# 1 Vert.R= -158.9 # Hor.R= 59.48 Brg.# 2 Vert.R= -129.2 # Hor.R= 0.08 [MWFRS ASCE Parl--][0C 24.00]IDF 1.60][NM 1] Repetitive Factors Used: Yes -29 PLF @ 6.5 to -29 @ 12.3 [y=12.8][100%1 10 PLF @ -1.8 to 10 @ 0.0 [y-15.811 0%] -29 PLF @ 0.0 to -29 @ 2.0 L (y=11.6][1003] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 6.5 [y=15.81[ 01] 10 PLF @ 6.5 to 10 @ 12.3 [y=15.8 0%J -29 PLF @ -1.8 to -29 @ 0.0 L [Y==�11.1](1000] 19 PLF @ 0.0 to 10@12.3 [y=5.1][ 01] -29 PLF @ 2.0 to -29 @ 6.5 L [y=12.81[1003] Brg.# 1 Vert.R= -10.0 # Hor.R= 59.4# Brg.# 2 Vert.R= 19.7 # Hor.R= 0.08 (MWFRS ASCE PrpD/L+-][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.8][100%] 31 PLF @ -1.8 to 31 @ 0.0 [g=15.8]1 01] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 6.5 [y=15.8][ 01] 30 PLF @ 6.5 to 30 @ 12.3 [y=15.8]1 0$] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 0%) - 10 PLF @ 2.0 to -10 @ 6.5 L (y=12.8][1001] Brg.# 1 Vert.R= 456.9 # Hor.R= 0.54 Brg.# 2 Vert.R= 306.1 # Hor.R= 0.08 [MWFRS ASCE PrpD/L--][0C 24.00]IDE 1.601100 1] Repetitive Factors Used: Yes - 52 PLF @ 6.5 to -52 @ 12.3 [y=12.81[1000] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.8][ 0%] - 43 PLF @ 0.0 to -43 0 2.0 L Iy=11.61[100$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100$] 31 PLF @ 0.0 to 31 @ 6.5 [y=15.8]1 00] 30 PLF @ 6.5 to 30 8 12.3 [99=15.8][ 0$1 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100$] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11] 00] - 43 PLF @ 2.0 to -43 @ 6.5 L [y=12.8][1009] Brg.# 1 Vert.R= 5.7 # Hor.R= 108.6# Brg.# 2 Vert.R= 82.2 # Hor.R= -0.0# (MWFRS ASCE PrpD/R+-][0C 24.00]IDE 1.601[00 11 Repetitive Factors Used: Yes -10 PLF @ 6.5 to -10 @ 12.3 [y=12.81[1000] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.8][ 0$1 - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5]110001 31 PLF @ 0.0 to 31 @ 6.5 ]y=15.8]] 00] 30 PLF @ 6.5 to 30 @ 12.3 ]y=15.8]] 00] 20-27PLF PLF @@ 0.08 too 207@@12.301y=[ 55.11[1] 001]0$1 -27 PLF @ 2.0 to -27 @ 6.5 L [y=12.8]6[100%] Brg.# 1 Vert.R= 259.5 # Hor.R= 54.8# Brg.8 2 Vert.R= 286.1 # Hor.R= 0.08 [MWFRS ASCE PrpD/R--][0C 24.00]IDE 1.60][00 1] Repetitive Factors Used: Yes -52 PLF @ 6.5 to -52 @ 12.3 [y=12.8][100$] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.811 0%] -27 PLF @ 0.0 to -27 @ 2.0 L [yp=11.61[100$1 12 PLF @ 0.0 to 12 @ 12.3 (y=10.51[1000] 31 PLF @ 0.0 to 31 @ 6.5 Iy=15.8][ 001 30 PLF @ 6.5 to 30 @ 12.3 [y=15.8][ 0$] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100$] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0$1 - 27 PLF @ 2.0 to -27 @ 6.5 L [y=12.81[100$] Brg.# 1 Vert.R= 201.5 # Hor.R= 54.80 Brg.# 2 Vert.R= 101.8 # Hor.R= 0.08 [MWFRS ASCE Pr1D+-][OC 24.00]IDE 1.60][9M 11 Repetitive Factors Used: Yes - 10 PLF @ 6.5 to -10 @ 12.3 [y=12.81[100$] 31 PLF @ -1.8 to 31 @ 0.0 [ =15.81[ 0$] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6](100$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][10081 31 PLF @ 0.0 to 31 @ 6.5 [y=15.8]1 0$] 30 PLF @ 6.5 to 30 @ 12.3 [y=15.8][ 00] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1000] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 00] -10 PLF @ 2.0 to -10 @ 6.5 L [y=12.81[100$] Brg.# 1 Vert.R= 366.4 # Hor.R= 21.48 Brg.# 2 Vert.R= 312.9 # Hor.R= 0.08 [MWFRS ASCE PrD1--]IOC 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes -29 PLF @ 6.5 to -29 @ 12.3 [y=12.8][1000] 31 PLF @ -1.8 to 31 @ 0.0 (y=15.8]] 011 -29 PLF @ 0.0 to -29 @ 2.0 L [p=11.6][100$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%1 31 PLF @ 0.0 to 31 @ 6.5 (y=15.8]1 011 30 PLF @ 6.5 to 30 @ 12.3 [y=15.81( 0%1 -29 PLF @ -1.8 to -29 @ 0.0 L [y=11.1]]1000] 20 PLF @ 0.0 to 20 @ 12.3 [y-- 5.1][ 0$1 -29 PLF @ 2.0 to -29 @ 6.5 L [y=12.811100$] Brg.# 1 Vert.R= 219.0 # Hor.R= 59.4# Brg.# 2 Vert.R= 200.5 # Hor.R= 0.08 [C&C ASCE Wind Lt -+)[0C 24.00]IDF 1.60]100 1] Repetitive Factors Used: Yes - 89 PLF @ 6.5 to -89 @ 9.5 [y=12.8][100$] 10 PLF @ -1.8 to 10 @ 0.0 (y=15.8]1 0$] -149 PLF @ -1.8 to -149 @ 0.0 L (y=11.11[100$] 10 PLF @ 0.0 to 10 @ 1.2 [y=15.8][ 0$] -63 PLF @ 9.5 to -63 @ 12.3 [y=12.81[1000] - 56 PLF @ 1.2 to -56 @ 2.0 L 1y=11.6)(10001 10 PLF @ 1.2 to 10 @ 6.5 [y=15.81( 0$] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.51[1001] 10 PLF @ 6.5 to 10 @ 9.5 [y=15.8[1 00] -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.4](100$] 10 PLF @ 9.5 to 10 @ 12.3 [y=15.811 0$] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 0$1 -56 PLF @ 2.0 to -56 @ 6.5 L [y=12.81(1000] [C&C ASCE Wind Rt -+1[01 24 001[DF 1.60][00 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 3.5 L [y=12.0][100$] -89 PLF @ 9.3 to -89 @ 12.3 [y=12.8][100$] 10 PLF @ -1.8 to 10 @ 3.5 ]y=15.8[[ 01] -91 PLF @ 3.5 to -91 @ 6.5 L (yy=12.81[1001] 10 PLF @ 3.5 to 10 @ 6.5 [y=15,81[ 0$] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5]1100%1 10 PLF @ 6.5 to 10 @ 9.3 [y=15.8]1 011 - 56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6][100$] 10 PLF @ 9.3 to 10 @ 12.3 [y=15.8]1 0%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01] -63 PLF @ 6.5 to -63 @ 9.3 [y=12.8][100$] [CO ASCE Wind Lt --1[0C 24.00][DF 1.60][00 1) Repetitive Factors Used: Yes - 89 PLF @ 6.5 to -89 @ 9.5 [y=12.8][100$1 10 PLF @ -1.8 to 10 @ 0.0 [y=15.81[ 0$] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[10001 10 PLF @ 0.0 to 10 @ 1.2 [y=15.811 0$J -63 PLF @ 9.5 to -63 @ 12.3 [y=12.8][100$] -56 PLF @ 1.2 to -56 @ 2.0 L [y=11.6][100$] 10 PLF @ 1.2 to 10 @ 6.5 [y=15.811 0$1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 6.5 to 10 @ 9.5 [y=15.811 0$1 -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.4][100$] 10 PLF @ 9.5 to 10 0 12.3 [y-15.8] [ 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0$] -56 PLF @ 2.0 to -56 @ 6.5 L [y=12.81[100%1 [CO ASCE Wind Rt --][0C 24.00][DF 1,6010 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 3.5 L [y=12.0][100%] -89 PLF @ 9.3 to -89 @ 12.3 [y=12.8][1000] 10 PLF @ -1.8 to 10 @ 3.5 [y=15.8)[ 01] -91 PLF @ 3.5 to -91 @ 6.5 L [y=12.81[1000] 10 PLF @ 3.5 to 10 0 6.5 [[y=15.8][ 0$] 12 PLF @ 0.0 to 2 @ 12.3 jy=10.51[100$] 10 PLF @ 6.5 to1-05880 9.3 [y=15.8][ 01] -56 PLF @ -1.8 to 2.0 L [y=11 6][100$1 10 PLF @ 9.3 to 10612.3 [y=15.8][ 01] 10 PLF @ 0.0 to10012.3 (= 5.1 [ 0$J - 63 PLF @ 6.5 to _63 @ 9.3y=12.8] [100$] [CO ASCE Wind Lt--D][OC 24.00]IDF 1.60][00 1] Repetitive Factors Used: Yes - 89 PLF @ 6.5 to -89 @ 9.5 [y=12.8][100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=15.8]( 0$] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[10011 31 PLF @ 0.0 to 31 @ 1.2 [y=15.81( 0$] -63 PLF @ 9.5 to -63 @ 12.3 [y=12.8][100$1 -56 PLF @ 1.2 to -56 @ 2.0 L (y=11.6][100$1 31 PLF @ 1.2 to 31 @ 6.5 [y=15.81[ 0$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100$] 30 PLF @ 6.5 to 30 @ 9.5 [y=15.8]1 0$] -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%] 30 PLF @ 9.5 to 30 @ 12.3 [y=15.811 0$j 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 0$1 -56 PLF @ 2.0 to -56 @ 6.5 L [y=12.81[100$] [CO ASCE Wind Rt --0110C 24.001 IDE 1.601100 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 3.5 L [y=12.0]11001] -89 PLF @ 9.3 to -89 @ 12.3 [y=12.81[100$] 31 PLF @ -1.8 to 31 @ 3.5 [y=15.81[ 001 -391 1 PL3tto o 391108 66.5 [L =1y12[ 80$00$] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100$1 30 PLF @ 6.5 to 30 @ 9.3 [y=15.81[ 0$] -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[100$1 30 PLF @ 9.3 to 30 @ 12.3 [y=15.8][ 01] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 00] _63 PLF @ 6.5 to =63 @ 9.3 [y=12.81[1000] • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • • •••• • • • •• • • • • • Job:(16124N) / Al2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N :T1 2x8 SP SS: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 :Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.756' Lumber value set "13B" uses design values approved 1/30/2013 by ALSC m (N T 1 a4X5(A1 3 12 D 34X8(R 62" 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. =4X5 62" s 3X4 1111.5X4 �— 1'8" R=871# U=352# RL=65/-41# W=8" (Rigid Surface) LEFT RAKE = 1'8"10 PLT. TYP.-WAVE DESIGN CRITwFBC2014RE5/1'PI-2007 FT/RT=20%(0%)/ 1(0) 1111.5X4 12,4" T • • • • • •• • • •••• • • •••• • • 1114X6(E5)N • • • • QTY= 3 TOTAL= 3 R=662# U=259# W=8" (Rigid Surface) FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 1615 PARK G7NNTRAL BLVD. POMPANO BEACH, FL 33064 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINDI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care N fabricating, handling, shipping. installing and bracing Refer to and follow the latest edition of SCSI (Building Component Safesk. prior to performing those functions. Inetallers ty y Information, by TPI and WTCA) for safely Unites 0)60 wise, top chord Shell have properly attached structure/ sheathing and per BCSI. noted chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or 810, as applicable. Apply plates to each face oftruss and position as shown above and on the Joint Dolo)o, untess noted dhow.. Refer to drawings 160A•Z for standard plate positions. MN Building Components Group Inc. shall not be responsible for any deviation from this drawing, y failure to Wild the miss In conformance with ANSI/TPI 1, or for handling, shipping, m400etion 8 bracing of trusses. A sal en this dlowha et mar p181918096)1 drawing, Males soapt8000 at pmbnlonal t� strulnearlrtp cture is Oro nnpomR08ty oftthe Building Deeper UTPII11 3°0.2. of RdR ON For more information see Wo)ob's general notes page and Nese web sites: ITWBCG: wxw.Bwbog.00m: TPI: www.lph of oog: WTCA www.sbeindustry.com; ICC oo w.iceoefe.org • • • 10'6" • • • • • • •• • • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • • •••• • • • •• • SEQ = 489161 REV. 15.01.01C.0610.23 SCALE =0.5000 TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF .• • • • • • • • •• • • • • DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE COMN [ALPINE][FBC2014Res/TPI-2007][Al2][16124N/I1 [TCLL 30.0](TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25][0C 24.0][NM 1][SOFFIT 2.0] ===Bearings==[X-Loc)[React][Min Size Reg1== [ 0.00][ 871][ 65h]10.13) [11.67]1 662][0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.06 0.06 23 8 SP SS 4- 8 752 -1300 0.00 0.05 0.06 3 8 SP SS 6-10 758 -1265 0.01 0.44 0.45 1 4 SP 02 N 11-14 763 -1260 0.02 0.70 0.72 3 4 SP 02 N 14-17 65 -469 0.00 0.45 0.45 3 4 SP #2 N 14-15 862 -1191 0.25 0.33 0.58 26 4 SP 03 5- 9 1186 -680 0.20 0.19 0.39 4 4 SP 02 N 9-13 1185 -672 0.18 0.34 0.52 2 4 SP 02 N 13-16 1186 -671 0.26 0.29 0.55 3 4 SP #2 N 2- 3 619 -776 -_-= Plate Member =_= PLATE MEMBER 2- 4 758 -1330 0.00 0.07 0.07 23 8 SP SS 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 4- 5 74 -54 -=-= Plate Member =-=- PLATE MEMBER 3- 5 1196 -683 0.28 0.07 0.34 1 4 SP #2 N 17-18 111 -190 -=-= Plate Member =-= PLATE MEMBER 16-18 596 -88 =-=Fictious Member=-=- SP #2 N 15-16 552 -445 -_-= Plate Member =-=- PLATE MEMBER 15-18 36 -252 -=-= Plate Member =-=- PLATE MEMBER 7- 8 1262 -748 -=-=Fictious Member=-=- SP SS 6- 7 1263 -751 -=-=Fictious Member=-=- SP #2 N 10-12 761 -1171 -=-=Fictious Member=-=- SP 82 N 11-12 1158 -767 -=-=Fictious Member=-=- SP #2 N EndPts MaxTen MaxComp AXL GLC S Grade 7- 9 87 -81 0.03 28 4 SP #3 12-13 235 -27 0.09 2 4 SP #3 Node 0 1 2 3 4 5 6 7 8 10 11 12 13 14 16 17 18 X -Loc -1.74 0.00 0.15 0.15 0.92 0.99 2.00 2.00 2.00 2.15 6.17 6.17 6.17 6.17 10.66 12.19 12.19 12.33 12.33 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 12.56 12.56 12.56 10.65 11.33 10.85 10.78 10.87 10.78 Length Brace 7.77 19.39 Plate Cq 2SI Method deflY)L) 0.01 L/999 4X5)A1) 0.80 0.40 0.00 L/999 0.01 L/999 0.01 L/999 46810) 0.80 0.61 N 0_03 L/999 1.5X4 0,80 0.13 N 0.03 L/999 465 0.80 0.91 G 0.04 L/999 1.5X4 4661E5) 0.80 0.43 N 0.04 L/999 0.80 0.60 N 0.10 L/999 0.80 0.70 - - - - [STD.AUTO.LOAD]IOC 24.001110 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=15,71[ 00] 31 PLF @ 2.0 to 31 @ 6.2 [y=15.1]( 00] Length Pitch Brace 31 PLF @ 6.2 to 31 @ 12.3 [y=15.1][ 00] 21.52 3.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 ((y= 5.1][ 08] 13.65 3.89 Plywd 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1][ 0%] 51.78 3.23 Plywd 60 PLF @ -1.8 to 60 @ 2.0 [y=15.71[1000] 55.87 -3.28 Plywd 60 PLF @ 2.0 to 60 @ 6.2 [y=15.71[1000] 20.84 -3.28 Plywd 60 PLF @ 6.2 to 60 @ 12.3 [y=15.7111000] 19.26 -Bending Web- Brg.# 1 Vert.R= 871.4 # Ror.R= 0.0# 13.86 -0.00 Diaph Brg.# 2 Vert.R= 662.1 # Hor.R= -0.0# 48.25 -0.00 Diaph -- ------------ --------- _ _ _ _ --- _ _--- 72.27 0.27 Diaph [FBC pass 92][00 24.00][DF 1.25][NM 1] 0.50 -Vert- Repetitive Factors Used: Yes 10.12 5.28 Plywd 31 PLF @ -1.8 to 31 @ 2.0 (y=15.7]] 001 2.19 -9.07 31 PLF @ 2.0 to 31 @ 6.2 (y=15,7][ 0%] 5.34 -71.88 31 PLF @ 6.2 to 31 @ 12.3 1y=15.7]j[ 0%]] 10.17 -0.82 Diaph 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.111 00] 1.06 -Vert- 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 00] 1.75 0.27 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11[100%] 0.77 -Vert- Brg.# 1 Vert.R= 508.7 # Hor.R= 0.00 1.90 -5.04 Brg.# 2 Vert.R= 427.0 # Hor.R= -0.00 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- deflY)T) 0.01 L/999 0.00 L/999 0.04 L/999 0.04 L/999 0.09 L/999 0.09 L/999 0.08 L/999 dxL 0.00 0.00 0.01 0.00 0.01 0.00 0.01 dxT 0.00 [Partial Unbal. Lt][0C 24 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 31 PLF @ 2.0 to 31 @ 31 PLF @ 6.2 to 31 @ 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 60 PLF @ -1.8 to 60 @ 60 PLF @ 2.3 to 60 @ 60 PLF @ 6.2 to 60 @ Brg.# 1 Vert.R= 745.2 # Brg.# 2 Vert.R= 650.8 # .001[10 1.25][NM 1] Yes 2.0 ]][y=15.7][ 0%] 12.3 [y=15.7][ 00] 0.0 [y= 5.11[ 0%] 12.3 Iy= 5.111 0%] 0.0 [y=15.71[100%1 6.2 [y=15.71[100%] 12.3 [y-15.7)[100%] Hor.R= 0.08 Hor.R= -0.0# 0.02 [Partial Unbal. Rt][0C 24.001100 1.25] NM 1] 0.00 Repetitive Factors Used: Yes 0.03 31 PLF @ -1.8 to 31 @ 2.0 y=15.7 [ 00] - --- 31 PLF @ 2.0 to 31 @ 6.2 y=15.7 [ 0%] - --- 31 PLF @ 6.2 to 31 @ 12.3 y=15.7 [ 0% 0.00 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 [ 0% 0.01 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1 [ 03 ---- 60 PLF @ -1.8 to 60 @ 2.0 y=15.7 [1008 60 PLF @ 2.0 to 60 @ 6.0 y=15.7 [1008 0.08 L/999 0.01 0.01 Brg.# 1 Vert.R= 773.3 # Hor.R= -0.08 0.25 L/596 0.02 0.02 Brg.# 2 Vert.R= 381.4 # Hor.R= _0_08 0.01 L/999 0.02 L/999 0.01 0.03 [MWFRS ASCE Perp/L++][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 0.00 L/999 0.00 L/999 0.01 0.02 -27 PLF @ 6.2 to -27 @ 12.3 R [y=11.1]1100%] 10 PLF @ -1.8 to 10 @ 0.0 (y=15.7]1 0%] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1000] 10 PLF @ 0.0 to 10 @ 6.2 (y=15.711 01] 10 PLF @ 6.2 to 10 @ 12.3 [y=15.711 0%] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] -10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7][1000] Brg.# 1 Vert.R= 49.9 # Hor.R= -41.10 Brg.# 2 Vert.R= -92.4 # Hor.R= 0.08 [MWFRS ASCE Perp/L+-][0C 24.00][00 1.60]]NM 1] Repetitive Factors Used: Yes - 27 PLF @ 6.2 to -27 @ 12.3 R [y=11.1][100%1 10 PLF @ -1.8 to 10 @ 0.0 (y=15.711 01] -10 PLF @ 0.0 to -10 @ 2.0 L 1yy=11.61[100%] 12 PLF @ 0.0 to 12 @ 12.3 )y-10.5[]100%] 10 PLF @ 0.0 to 10 @ 6.2 [y=15.7][ 0%] 10 PLF @ 6.2 to 10 @ 12.3 [y=15.7[[, 00] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.I11[1000] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]] 0%] - 10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7](1000] Brg.# 1 Vert.R= 198.8 # Hor.R= -41.18 Brg.# 2 Vert.R= 56.5 # Hor.R= -0.08 [MWFRS ASCE Perp/L-+][0C 24.00][DF 1.601[00 Repetitive Factors Used: Yes -27 PLF @ 6.2 to -27 @ 12.3 R [y=11.11[1( 10 PLF @ -1.8 to 10 @ 0.0 (y=15.7][ Oi -43 PLF @ 0.0 to -43 @ 2.0 L [p=11.6][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100( 10 PLF @ 0.0 to 10 @ 6.2 ]y=15.71[ Oi 10 PLF @ 6.2 to 10 @ 12.3 [y=15.7]1 0( -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 01 -43 PLF @ 2.0 to -43 @ 6.2 L [y=12.7[[1( Brg.# 1 Vert.R= -339.7 # Hor.R= 64.8# Brq_# 2 Vert.R= _126.4 # Hor.R= -0.0# [MWFRS ASCE Perp/L--][00 24.00][DF 1.60][NM Repetitive Factors Used: Yes -27 PLF @ 6.2 to -27 @ 12.3 R [y=11.1][1( 10 PLF @ -1.8 to 10 @ 0.0 (y=15.11( Oi -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1001 10 PLF @ 0.0 to 10 @ 6.2 [y=15.71[ Oi 10 PLF @ 6.2 to 10 @ 12.3 1y=15.7][ 01 -89 PLF @ -1.8 to -89 @ 0.0 L (y=11.1][1( 10 PLF @ 0.0 to 10@ 12.3 ]y=5.1]] 01 -43 PLF @ 2.0 to -43 @ 6.2 L (y=12.7][1(' Brg.# 1 Vert.R= -190.8 # Hor.R= 64.8# Brg.# 2 Vert.R= 22.6 # Hor.R= 0.0# [MWFRS ASCE Perp/R++][00 24.00][IF 1.60][00 Repetitive Factors Used: Yes -10 PLF @ 6.2 to -10 @ 12.3 R [y=11.1][1( 10 PLF -1.8 jo 10 @ 0.0 (y=15.71( 08 -27 PLF • Gko ioe -27 @ 2.0 111=11.6] [1(. • • -12 PLF o 0.0 to -12 @ 1!!3•[- 0•.5] [100i' • • • 10 PLF 14,0.0 lo 10@ 6.2(}5.7][ 08 10 PLF Fi 2 0• 10 @ 12.3 [y=15.7][ 28 •• • -27 PLF -1.ibo -27 @ 10S!,•[M1.1][1( • 10 PLF @ 0.Qto 10@11.3]y=51][ 08 27 PLF @ 2. to -27 @ ,Z i�•(-=32.7]11( ••••Brg.# 1 Veri.R= .118.2 0 Her.R= !7,0# • icg.# 2 vert.*= •37.6 # H r -0.0# j4WFRS ASi1.Pirp/Rir[100 24'041014i760] [NM • liepetitive Fact.rsSlsed: Yes }}�� •• •• 10 PLF @ -1.8•t .2 Mi" -10 10 @ 10.00 05.7J1 ][0 • • 627 PLF @ 0.0 to -27 @ 2.0 L [1$11.6](1( • •12 PLF 00.0 A12 @ 12!?i'y'- [100i 10 PLF '0!t� 0• • 10 @ Oi 2 [y=1541[ Oi • ••••10 PLF•r 6.2 to 10 @ 12eili.1 �][ Oi •• 227 PLF @ •1r6•te -27 @ 0!0 L [y=P1.1](1( 10 PLF @e 0.0•to • 10 @ 12.3 [y= 5.111 01 -27 PLF @ 2 10 to •-27 @ 6.2 L [y=12.71[1( Brg.# 1 Vert.R= 30.8 # Hor.R= 37.0# Brg.# 2 Vert.R= 111.3 # Hor.R= 0.04 [MWFRS ASCE Perp/R-+110C 24.00][DF 1.60][00 Repetitive Factors Used: Yes -43 PLF @ 6.2 to -43 @ 12.3 R [y=11.1111( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7]1 01 -27 PLF @ 0.0 to -27 @ 2.0 L [ y== -11.61)j1( -12 PLF @ 0.0 to -12 @ 12.3 ]y -10.5]]100i 10 PLF @ 0.0 to 10 @ 6.2 [y=15.7 ( Oi 10 PLF @ 6.2 to 10 @ 12.3 1y=15.711 Oi -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( Oi -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7111( Brg.# 1 Vert.R= -172.9 # Hor.R= -12.4# Brg.# 2 Vert.R= -180.5 # Hor.R= 0.04 [MWFRS ASCE Perp/R--][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -43 PLF @ 6.2 to -43 @ 12.3 R [y=11.1][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7][ 08 - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61[1( 12 PLF @ 0.0 to 12 @ 12.3 (y=10.5111001 10 PLF @ 0.0 to 10 @ 6.2 [y=15.711 01 10 PLF @ 6.2 to 10 @ 12.3 [y=15.7][ 01 - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1][ 01 -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7][18 Brg.# 1 Vert.R= -23.9 # Hor.R= -12.4# Brg.# 2 Vert.R= -31.6 0 Hor.R= 0.00 [MWFRS ASCE Parl++][0C 24.00][DF 1.60][80 1] Repetitive Factors Used: Yes -10 PLF @ 6.2 to -10 @ 12.3 R [y--11.11`100%) 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7]] 0%] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](100%) 10 PLF @ 0.0 to 10 @ 6.2 [y=15.7][ 0%] 10 PLF @ 6.2 to 10 @ 12.3 (y=15.71( 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [yy=-11.1)[100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01] - 10 PLF @ 2.0 to -10 @ 6.2 L (y=12.71[100%] Brg.0 1 Vert.R= -13.1 # Hor.R= 4.70 Brg.# 2 Vert.R= -13.6 # Hor.R= 0.08 [MWFRS ASCE Parl+-][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 6.2 to -10 0 12.3 R [y=11.1][1001] 10 PLF @ -1.8 to 10 @ 0.0 1y=15.7][ 01] - 10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%] 10 PLF @ 0.0 to 10 @ 6.2 [y=15.711 001 10 PLF '@ 6.2 to 10 @ 12.3 f(y=15.711 01 -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.11`100%] 10 PLF @ 0.0 to 10 @ 12.3 (0= 5.111 0%] -10 PLF @ 2.0 to -10 @ 6.2 L (y=12.7][100%1 Brg.# 1 Vert.R= 135.8 # Hor.R= 4.70 Brg.# 2 Vert.R= 135.3 0 Hor.R= 0.00 [MWFRS - ASCE Parl-+][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -52 PLF @ 6.2 to -52 @ 12.3 R [y=11.11(1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=115.71[ 0%] - 52 PLF @ 0.0 to -52 @ 2.0 L [y=11.6)(100%] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 6.2 [y=15.71( 01] 10 PLF @ 6.2 to 10 @ 12.3 [y=15.7][ 0%] - 52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1][100%] 10 PLF @ 0.0 to 10 @ 12.3 [9= 5.1] [ 01] -52 PLF @ 2.0 to -52 @ 6.2 L [y=12.7][100%1 Brg.# 1 Vert.R= -352.4 # Hor.R= 23.54 Brg.# 2 Vert.R= -259.1 0 Hor.R= 0.00 [MWFRS ASCE Parl--11OC 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes - 52 PLF @ 6.2 to -52 @ 12.3 R [y=11.11(1001] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.71[ 011 -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.61[100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 6.2 [y=15.7][ 0%] 10 PLF @ 6.2 to 10 @ 12.3 [y=15.7][ 00] -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.111100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11] 01] -52 PLF @ 2.0 to -52 @ 6.2 L [y=12.71[1001] Brg.# 1 Vert.R= -203.4 # Hor.R= 23.50 Brg.# 2 Vert.R= _ 110.2 0 Hor.R= 0.00 [MWFRS ASCE PrpD/L+-1[0C 24.001[0E 1.60][NM 1] Repetitive Factors Used: Yes - 27 PLF @ 6.2 to -27 @ 12.3 R [y==11.1][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.7][ 01] -10 PLF @ 0.0 to -10 @ 2.0 L [g=11.6][1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 6.2 [y=15.71[ 01] 31 PLF @ 6.2 to 31 @ 12.3 [y=15.7]) 0%) 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0%1 -10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7])1000] Brg.# 1 Vert.R= 428.7 # Hor.R= -41.10 Brg.# 2 Vert.R= 240.0 0 Hor.R= 0.00 [MWFRS ASCE PrpD/L--][0C 24.00][DF 1.601[80 1] Repetitive Factors Used: Yes - 27 PLF @ 6.2 to -27 @ 12.3 R [y=11.1)[100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.7][ 0%1 -43 PLF @ 0.0 to -43 @ 2.0 L [y=1]1.61(1000%1 12 PLF @ 0.0 to 31 @ 16.2 [y==15.7]€10011 31 PLF @ 6.2 to 31 @ 12.3 [y=15.7][ 01] -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0%] -43 PLF @ 2.0 to -43 @ 6.2 L [y=12.7][100%] Brg.# 1 Vert.R= 39.2 0 Hor.R= 64.80 Brg.# 2 Vert.R= 206.1 # Hor.R= 0.0# [MWFRS ASCE PrpD/R+-)[0C 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 6.2 to -10 @ 12.3 R [y=11.1][100%) 31 PLF @ -1.8 to 31 @ 0.0 [y=15.7][ 01] -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61[10011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][100%] 31 PLF @ 0.0 to 31 @ 6.2 [y=15.7][ 0%] 31 PLF @ 6.2 to 31 @ 12.3 [y=15.71[ 00] - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[100%1 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1][ 0%1 -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7][1001] Brg.# 1 Vert.R= 260.7 # Hor.R= 37.00 Brg.# 2 Vert.R= 294.9 # Hor.R= -0.00 [MWFRS ASCE PrpD/R--][0C 24.001[DF 1.601[80 1] Repetitive Factors Used: Yes - 43 PLF @ 6.2 to -43 @ 12.3 R [y=11.1](1001] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.71[ 01] - 27 PLF @ 0.0 to -27 @ 2.0 L [gg=11.61[100%) 12 PLF @ 0.0 to 12 @ 12.3 ]y=10.51[100%] 31 PLF @ 0.0 to 31 @ 6.2 [y=15.7[] 01] 31 PLF @ 6.2 to 31 @ 12.3 [y=15.71[ 00] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[10011 20 PLF @ 0.0 to 20 @ 12.3 (y-= 5.11] 01] -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7][1001] Brg.# 1 Vert.R= 206.0 # Hor.R= -12.40 Brg.0 2 Vert.R= 152.0 # Hor.R= 0.00 [MWFRS ASCE Pr1D+-][0C 24.00)[DF 1.60][140 1] Repetitive Fad -ors Used: Yes -10 PLF @ 6.2 to -10 @ 12.3 R [y=11.1][100%] 31 PLF @ -1.8 to 31 @ 0.0 (y=15.7][ 0%] -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5)[1000] 31 PLF @ 0.0 to 31 @ 6.2 [y=15.71( 00] 31 PLF @ 6.2 to 31 @ 12.3 [y=15.7]1 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1](100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]) 0%] - 10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7)[100%] Brg.# 1 Vert.R= 365.7 0 Hor.R= 4.7# Brg_# 2 Vert.R= 318.9 0 Hor.R= -0.00 [MWFRS ASCE PrD1--][0C 24.001[DF 1.601[NM 1] Repetitive Factors Used: Yes - 52 PLF @ 6.2 to -52 @ 12.3 R [y=11.1](100%] 31 PLF @ -1.8 to 31 @ 0.0 (y=15.711 0%) -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.6][100%] 12 PLF @ 0.0 to 12 @ 12.3 (y=10.51[100%1 31 PLF @ 0.0 to 31 @ 6.2 [y=15.7][ 0%1 31 PLF @ 6.2 to 31 @ 12.3 [y=15.71( 0%I -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.11[10011 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 011 -52 PLF @ 2.0 to -52 @ 6.2 L [y=12.71[10001 Brg.# 1 Vert.R= 26.5 0 Hor.R= 23.50 Brg.# 2 Vert.R= 73.3 # Hor.R= 0.00 [C&C ASCE Wind Lt -+][0C 29 00)[DF 1.60][60 1] Repetitive Factors Used: Yes -91 PLF @ 6.2 to -91 @ 9.2 R [yy=11.9][1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.71( 01] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][100%1 10 PLF @ 0.0 to 10 @ 1.2 [y=15.7][ 0%] - 56 PLF @ 9.2 to -56 @ 12.3 R [y=11.1][100%] -56 PLF @ 1.2 to -56 @ 2.0 L [p=11.6][100%] 10 PLF@ 1.2 to 10@ 6.2 [y=15.7][ 0%1 -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%] 10 PLF @ 6.2 to 10 @ 9.2 [y=15.7][ 0%] - 91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%1 10 PLF @ 9.2 to 10 @ 12.3 [y=15.7][ 0%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 0%] - 56 PLF @ 2.0 to -56 @ 6.2 L [y=12.7][1001] [C&C ASCE Wind Rt -+][0C 24.00)[DF 1.60][60 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 3.2 L [y=11.9][100%] -91 PLF @ 9.3 to -91 @ 12.3 R [y=11.1][100%] 10 PLF @ -1.8 to 10 @ 3.2 [ ==15.7][ 001 -91 PLF @ 3.2 to -91 @ 6.2 L [y=12.7][1001] 10 PLF @ 3.2 to 10 @ 6.2 [y=15.71[ 01] -12 PLF @ 0.0 to -12 @ 12.3 ly=10.51[1001] 10 PLF @ 6.2 to 10 @ 9.3 (y=15.71[ 011 -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6][10011 10 PLF @ 9.3 to 10 @ 12.3 [y=15.7]1 01J 10 PLF @ 0.0 t0 10 @ 12.3 [y= 5.1]( 011 -56 PLF @ 6.2 to -56 @ 9.3 R [y=11_9][100%] [C&C ASCE Wind Lt --1[0C 24.00][DF 1.601160 1] Repetitive Factors Used: Yes -91 PLF @ 6.2 to -190100 9.2 R [yy=11.9][100%) 10010' 6 -1.8 to 0.0 [y=15.71[ 0%] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.11[100% 10 PLF @ 0.0 to 10 @ 1.2 [y=15.7][ 01] -56 PLF @ 9.2 to - 56 PLF @ 1.2 to 10 PLF @ 1.2 to 12 PLF @ 0.0 to 10 PLF @ 6.2 to -91 PLF @ 0.0 to 10 PLF @ 9.2 to 10 PLF @ 0.0 to - 56 PLF @ 2.0 to -56 @ 12.3 R [y=11.1jj[1001] -56 @ 2.0 L [y=11.61[10011 10 @ 6.2 [y=15.71[ 01] 12 @ 12.3 [y=10.5][100%] 10 @ 9.2 [y=15.7] [ 0%1 -91 @ 1.2 L [y=11.41[100%] 10 @ 12.3 [y=15.71[ 0%] 10 @ 12.3 [y= 5.11( 01] -56 @ 6.2 L [y=12.7](100%] ] [C&C ASCE Wind Rt --][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 3.2 L [y=11.9][100%] -91 PLF @ 9.3 to -91 @ 12.3 R [y=11.1][100%] 10 PLF @ -1.8 to 10 @ 3.2 (y=15.7][ 011 - 91 PLF @ 3.2 to -91 @ 6.2 L [y=12.7][100%1 10 PLF @ 3.2 to 10 @ 6.2 (y=15.7]1 011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[10011 10 PLF@ 6.2 to 10@ 9.3[y=15.7][ 011 -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.6][100%1 10 PLF @ 9.3 to 10 @ 12.3 [y=15.7[[ 011 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11] 01] -56 PLF @ 6.2 to -56 @ 9.3 R [y=11.9][100%1 [C&C ASCE Wind Lt --D][01 24.001[DF 1.60][80 11 Repetitive Factors Used: Yes - 91 PLF @ 6.2 to -91 @ 9.2 R [y=11.91[100%] 31 PLF @ -1.8 to 31 @ 0.0 [y-15.7[] 0%] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1](10001 31 PLF @ 0.0 to 31 @ 1.2 [y=15.71[ 0%] - 56 PLF @ 9.2 to -56 @ 12.3 R [y=11.1][100%1 - 56 PLF @ 1.2 to -56 @ 2.0 L [y=11.61[100%] 31 PLF @ 1.2 to 31 @ 6.2 [y=15.71[ 01] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51(100%] 31 PLF @ 6.2 to 31 @ 9.2 [y=15.7][ 00] - 91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%] 31 PLF @ 9.2 to 31 @ 12.3 [y=15.71[ 00] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 0%1 _56 PLF @ 2_0 to -56 @ 6.2 L [y=12_71[100%] [C&C ASCE Wind Rt--D1[0C 24.00)IDE 1.601[NM 1] Repetitive Factors Used: Yes -56 PLF @ 2.0 to -56 @ 3.2 L [y=11.91[100%] - 91 PLF @ 9.3 to -91 6 12.3 0 [y=11.11(1001] 31 PLF @ -1.8 to 31 @ 3.2 (y=15.7][ 00] - 91 PLF @ 3.2 to -91 @ 6.2 L [y=12.7][100%] 31 PLF @ 3.2 to 31 @ 6.2 [y=15.7][ 001 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1001] 31 PLF @ 6.2 to 31 @ 9.3 [y=15.7]1 0%1 -56 PLF @ -1.8 to -56 @ 2.0 L (y=11.6][100%] 31 PLF @ 9.3 to 31 @ 12.3 [y=15.7]1 01] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.111 011 -56 PLF @ 6.2 to -56 @ 9.3 R [y=11.91[100%1 • • • • •• • • • • •••• • • •• •• • • • • • • • • • • •• • • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • • •••• • • • •• • Job:(16124N) / A13 Value Set: 130 (Effective 6/1/2013) Top chord 2x8 SP SS :T2 2x4 SP #2 N: Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC MWFRS loads based on trusses located at least 7.50 ft. from roof edge. 03 N T 1 B'2" THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and 11240 total Toad. Creep increase factor for dead load is 1.50. =4X5 6'2" • • • • • •• • • • •• • • • • • • • �— 1'8" — 1 R=849# U=343# RL=53/-53# W=8" (Rigid Surface) LEFT RAKE = 1'8"10 PLT. TYP.-WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 DESIGN CRIT=FBC2014RES/TPI-2007 FT/RT=20%(0%)/ 1(0) QTY= 2 TOTAL= 2 t*WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require °trams care in fabricating, hand1ng, shippma installing and bracing. Refer to and follow the latest edition of BCSI (BWlding Component Safety Information. by TPI and WTCA) for safely Practices prior to performing these functions. Installers shag provide nary bracing per SCSI. Unless noted otherwise, top chord shag have properly attached sheathing and bottom chord shell have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shell have bracing installed per SCSI sections 83, 87 or 810, es applicable. Appy plates to each face 0100 ,o nd pond 16000ho 00boveand !e Join Derelis, unless noted athe,vdse. MABuilding components Group pro..shell 00 responsible Tommy deviation from this drawing. any yf failure to b09400c0 trues in conformance ANSI/TPI 1, or for handling, shipping. installation cing af bussed A cal on Ihb dmdng er awn me UEIog W. demes, Indicates ',canting, 01 prefmien.l engineering mpon.Ib0ly .ol.y forth. design slum The eulhiblity.nd tato ofthl. Mewing for any truatura Is the mpon b0ty of the Bu000np Designer per AN86IPl 1 8802. For more information see Oils job's general notes page end (hese web silex: !MRCS, vww.dwbcg.corm; TPI: www.tptrmt.og; WTCA wmv.sbeinduatry.con; ICC: vnw.iecsefe.og 1— 1'8" —"i R=849# U=343# W=8" (Rigid Surface) RIGHT RAKE = 1'810 SEQ = 489165 REV. 15.01.01C.0610.23 SCALE =0.5000 TC LL TC DL BC DL BC LL TOT. LD. 30.0psf 15.Opsf 10.0psf 0.0psf 55.Opsf REF • • • • • • • • • DATE 12-22-2016 DRWG 0/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE COMN ]ALPINE][FBC2014Res/TPI-2007][0.13][161240/]] [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25)(0C 24.0][00 1][SOFFIT 2.0] ===Bearings==[X-Loc](React][Min Size Req]== [ 0.00]] 849][ -53h][0.13) [11.67]] 8491(0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.06 0.06 25 8 SP SS 4- 8 613 -1186 0.00 0.05 0.05 25 8 SP SS 6-11 611 -1155 0.01 0.40 0.41 4 4 SP 02 N 10-15 612 -1155 0.01 0.40 0.41 5 4 SP 02 N 17-19 614 -1186 0.00 0.05 0.05 6 8 SP SS 22-23 40 0 0.00 0.06 0.06 26 8 SP SS 5- 9 1083 -476 0.24 0.18 0.42 6 4 SP 42 N 9-13 1075 -480 0.17 0.27 0.43 2 4 SP 02 N 13-14 1075 -480 0.17 0.27 0.43 2 4 SP 42 N 14-18 1083 -496 0.24 0.18 0.42 3 4 SP #2 N 2- 3 612 -759 -=-= Plate Member =-=- PLATE MEMBER 2- 4 625 -1224 0.00 0.07 0.07 25 8 SP SS 1- 2 207 -109 -=-=Fictious Member=-=- SP SS 4- 5 59 -61 -=-= Plate Member =-=- PLATE MEMBER 3- 5 1087 -484 0.25 0.06 0.31 1 4 SP #2 N 20-21 613 -759 -=-= Plate Member =-_- PLATE MEMBER 19-20 626 -1224 0.00 0.07 0.07 26 8 SP SS 20-22 207 -109 -=-=Fictious Member=-= SP SS 18-19 59 -61 -=-= Plate Member =-=- PLATE MEMBER 18-21 1087 -493 0.25 0.06 0.31 1 4 SP #2 N 7- 8 1150 -604 -=-=Fictious Member=-=- SP SS 6- 7 1152 -602 -=-=Fictious Member=-=- SP 42 N 11-12 613 -1060 -=-=Fictious Member=-=- SP #2 N 10-12 1060 -614 -=-=Fictious Member=-=- SP 42 N 15-16 604 -1152 -=-=Fictious Member=-=- SP #2 N 16-17 605 -1150 -=-=Fictious Member=-=- SP SS Length Pitch 21.52 3.00 13.65 3.89 51.78 3.23 51.78 -3.23 13.65 -3.89 21.52 -3.00 13.86 -0.00 48.25 -0.00 48.25 -0.00 13.86 -0.00 0.50 -Vert- 10.12 5.28 2.19 -9.07 5.34 -71.89 10.17 -0.82 0.50 -Vert- 10.12 -5.28 2.19 9.07 5.34 71.88 10.17 0.82 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 0.00 -Vert- 31 PLF @ 2.0 to 31 @ 6.2 (y=15.71 01 31 PLF @ 6.2 to 31 @ 10.3 [y=15,71 04 31 PLF @ 10.3 to 31 @ 14.1 [y=15.7 04 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 04 4 PLF @ 12.3 to 4 @ 14.1 [y= 5.1]j 01 [STD.AUTO.LOAD][0C 24.00][DF 1.25][N14 1] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11 Qi Repetitive Factors Used: Yes 60 PLF @ -1.8 to 60 @ 2.0 [y=15.7 1004 31 PLF @ -1.8 to 31 @ 2.0 y=15.7)[ 0% 60 PLF @ 2.0 to 60 @ 6.2 [y=15.7 1004 31 PLF @ 2.0 to 31 @ 6.2 y=15.71( 08 60 PLF @ 6.2 to 60 @ 10.0 [y=15.7 1005 Brace 31 PLF @ 6.2 to 31 @ 10.3 y=15.7][ 08 60 PLF @ 12.3 to 60 @ 14.1 [y=15.7 1004 Plywd 31 PLF @ 10.3 to 31 @ 14.1 y=15.7]( 08 Brg.# 1 Vert.R= 838.0 # Hor.R= 0.00 Plywd 4 PLF @ -1.8 to 4 @ 0.0 y= 5.11] 08 Brg.# 2 Vert.R= 723.3 0 Hor.R= -0.00 Plywd 0 PLF @ 10.0 to 0 @ 12.3 y= 5.111 00 Plywd 20 PLF @ 0.0 to 20 @ 12.3 y= 5.111 086 [MWFRS ASCE Perp/L++][00 24.001100 1.60][NM Plywd 60 PLF @ -1.8 to 60 @ 2.0 y=15.71[100% Repetitive Factors Used: Yes Plywd 60 PLF @ 2.0 to 60 @ 6.2 y=15.71[100% -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( Diaph 60 PLF @ 6.2 to 60 @ 10.3 y=15.7][1008 10 PLF @ -1.8 to 10 @ 0.0 [y=15.71( 04 Diaph 60 PLF @ 10.3 to 60 @ 14.1 y=15.7](100% -27 PLF @ 10.3 to -27 @ 12.3 R [y=11.1][1( Diaph Brg.# 1 Vert.R= 849.4 # Hor.R= 0.06 -27 PLF @ 12.3 to -27 @ 14.1 R [y=10.7](1( Diaph Brg.# 2 Vert.R= 849.4 # Hor.R= 0.00 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1( -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][1004 Plywd [FBC pass 02][OC 24.00][90 1.25][80 1] 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7][ 04 Repetitive Factors Used: Yes 10 PLF @ 12.3 to 10 @ 14.1 [y=15.71[ 04 31 PLF @ -1.8 to 31 @ 2.0 [y=15.7 01] -10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7](1( Diaph 31 PLF @ 2.0 to 31 @ 6.2 [y-15.7 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 04 31 PLF @ 6.2 to 31 @ 14.1 [y=15.7] 08] -27 PLF @ 6.2 to -27 @ 10.3 R [y=11.6][1( Plywd 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 081 Brg.# 1 Vert.R= 53.4 # Hor.R= -53.2# 4 PLF @ 12.3 to 4 @ 14.1 jjy= 5.1] 01] Brg.# 2 Vert.R= -124.6 # Hor.R= -0.00 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1] 04] Diaph 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1 [1001] [MWFRS ASCE Perp/L+-][0C 24.001[00 1.60][NM Brg.# 1 Vert.R= 498.3 # Hor.R= 0.00 Repetitive Factors Used: Yes Brg.0 2 Vert.R= 498.3 # Hor.R= -0.00 -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7][ 01 -27 PLF @ 10.3 to -27 @ 12.3 8 [y=11.1][1( -27 PLF 1 12.30.o -27 @ 14.1 R [y=10.7][1( 36 PLFta•-10.1,!di 36 @ p.4.[44.1.11 [1( • • • • 12 PLF / 0.0 to 12 @ 12.3 [y40.511100( • • • 10 PLF . • 0.0 !o 10 @ 12.3 ['=15.7][ 01 10 PLF'R 1P.3 tdo 10 @ 14 (y== 7[ ] 04 • -10 PLF/ 2.11 ¶ !o -10 @ 772-1 (y�2.7][1( 10 PLF @ 0.4 to 10 @ l .3 [y= 5.1][ 04 -27 PLF @ 6.2 to -27 @ 1!!s'R0[q- 1.6][1( •••• Brg.0 1 VLF= • 200.6 0 HEr.R= 3.24 • 'Lg.)) 2 VVrt i • 22.6 # Hpr•& • • -0.00 [Partial Unbal. Lt][0C 24.001100 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1,8 to 31 @ 2.0 [y=15.7 [ 0%] 31 PLF @ 2.0 to 31 @ 6.2 (y=15.7 [ 08] EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 31 PLF @ 6.2 to 31 @ 10.3 [y=15.7 [ 08] 7- 9 128 -94 0.04 28 4 SP #3 7.77 31 PLF @ 10.3 to 31 @ 14.1 [y=15.7 ( 08] 12-13 222 -38 0.08 2 4 SP #3 19.39 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 [ 08] 14-16 128 -94 0.04 27 4 SP #3 7.77 4 PLF @ 12.3 to 4 @ 14.1 y= 5.1 [ 00] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1 [ 08] Node X -Loc Y -Loc Plate Cq JSI Method deflY(L) deflY(T) dxL dxT 60 PLF @ -1.8 to 60 @ 0.0 y=15.7 [1001] 0 -1.74 10.42 0.01 L/999 0.04 L/552 0.00 0.01 60 PLF @ 2.3 to 60 @ 6.2 (y=15.7 [1000] 1 0.00 10.86 60 PLF @ 6.2 to 60 @ 10.3 [y=15.7 [1008] 2 0.15 10.75 ---- ----- ---- ----- ---- ---- 60 PLF @ 10.3 to 60 @ 14.1 [y=15.7 [1008] 3 0.15 10.70 4X5(A1) 0.80 0.36 0.00 L/999 0.00 L/999 0.00 0.00 Brg.# 1 Vert.R= 723.3 4 Hor.R= -0.00 4 0.92 11.08 0.02 L/999 0.05 L/999 0.01 0.02 Brg.# 2 Vert.R= 838.0 4 Hor.R= -0 00 5 0.99 10.65 0.02 L/999 0.05 L/999 0.00 6 2.00 11.44 4X8(R) 0.80 0.59 N 0.04 L/999 0.11 L/999 0.01 0.04 [Partial Unbal. Rt1100 24.001(80 1.25][00 1] 7 2.00 11.44 ---- ----- ---- ----- ---- --- Repetitive Factors Used: Yes 8 2.00 11.44 ---- ----- ---- ----- ---- ---- 31 PLF @ -1.8 to 31 @ 2.0 y=15.7 [ 08] 9 2.15 10.65 1.5X4 0.80 0.17 N 0.04 L/999 0.12 L/999 0.00 0.00 31 PLF @ 2.0 to 31 @ 6.2 y=15.7][ 08] 10 6.17 12.56 4X5 0.80 0.73 N 0.03 L/999 0.07 L/999 0.01 0.02 31 PLF @ 6.2 to 31 @ 10.3 y=15.711 01] 11 6.17 12.56 ---- ----- ---- ----- ---- ---- 31 PLF @ 10.3 to 31 @ 14.1 y=15.7 [ 08] 12 6.17 12.56 ---- ----- ---- ----- ---- ---- 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 [ 06] 13 6.17 10.65 1.5X4 0.80 0.41 N 0.03 L/999 0.07 L/999 0.01 0.01 4 PLF @ 12.3 to 4 @ 14.1 y= 5.1 [ 01] 14 10.19 10.65 1.504 0.80 0.17 N 0.04 L/999 0.12 L/999 0.01 0.02 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1 [ 08] 15 10.33 11.44 408(R) 0.80 0.59 N 0.04 L/999 0.11 L/999 0.01 0.03 60 PLF @ -1.8 to 60 @ 2.0 y=15,7 (1008] 16 10.33 11.44 ---- ----- ---- ----- ---- ---- 60 PLF @ 2.0 to 60 @ 6.0 y=15.7 [1008] 17 10.33 11.44 ---- ----- ---- ----- ---- ---- 60 PLF @ 12.3 to 60 @ 14.1 y=15.7 [1008] 18 11.34 10.65 0.02 L/999 0.05 L/999 0.01 0.02 Brg.# 1 Vert.R= 754.7 # Hor.R= 0.06 19 11.42 11.08 0.02 L/999 0.05 L/999 0.01 0.02 Brg.# 2 Vert.R= 565.3 # Hor.R= -0.04 20 12.19 10.75 ---- ----- ---- ----- ---- 21 -- 21 12.19 10.70 405(A1) 0.80 0.36 0.00 L/999 0.00 L/999 0.01 0.02 [Partial Unbal. Ltl][0C 24.001[DF 1.25][NM 1] 22 12.33 10.86 ---- ----- ---- ----- ---- --- Repetitive Factors Used: Yes 23 14.07 10.42 0.01 L/999 0.04 L/553 0.01 0.02 31 PLF @ -1.8 to 31 @ 2.0 y=15.7 [ 08] 31 PLF @ 2.0 to 31 @ 6.2 y=15.7 [ 08] 31 PLF @ 6.2 to 31 @ 10.3 y=15.7 [ 08] 31 PLF @ 10.3 to 31 @ 14.1 y=15.7 [ 01] 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 [ 01] 4 PLF @ 12.3 to 4 @ 14.1 y= 5.1 ( 01] 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1 [ 01] 60 PLF @ -1.8 to 60 @ 0.0 y=15.7 [1008] 60 PLF @ 6.3 to 60 @ 10.3 y-15.7][1008] 60 PLF @ 10.3 to 60 @ 14.1 y=15.7 [1008] Brg.# 1 Vert.R= 565.3 0 Hor.R= 0.0# Brg.# 2 Vert. -R= 754.7 # Hor.R= -0 00 [Partial Unbal. Rtl][0C 24.0C][DF 1.251100 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 [y=15.711 00] 4M41FRS ASQB•PEro/L•+][00 2410Ur[SF•1.60[[NM • Repetitive Fact •• Gs• •• 21 • -43 PLF @ 0.0 to -93 @ 2.0 .0 1 L ( 11.6][1( 10 PLF @ -1.80 to 10 @ 0.0 [31E.7] [ 04 • • 27 PLF 10.3 o -27 @ to 3g 4i• 1]11( • • 27 PLF 41,43,4.-27 @ 14.1 R [y=10.7][1( • • -89 PLF -1.8 to -B9 @ 6.0 L [YY -01.11[1( • • .12 PLF @ 0.0 to -12 @ 1 .?!511'0 ] [1001 • • • 10 PLF @ •0!0 10 @ 1?.3 [y=15.`7] [ 01 10 PLF @' W3•to• 10 @ 14.1 [y=15.7] ( 01 -43 PLF @ 2.0 to -43 @ 6.2 L [y=12.7][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01 -27 PLF @ 6.2 to -27 @ 10.3 R [y=11.6][1( Brg.# 1 Vert.R= -335.7 # Hor.R= 52.7# Brg.# 2 Vert.R= -158.9 # Hor.R= 0.00 [MNFRS ASCE Perp/L--][0C 24.00][80 1.60][NM Repetitive Factors Used: Yes -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7][ 04 -27 PLF @ 10.3 to -27 @ 12.3 R [y=11.1][1( -27 PLF @ 12.3 to -27 @ 14.1 R [y=10.7][1( -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][1( 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1004 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7][ 04 10 PLF @ 12.3 to 10 @ 14.1 [y=15.7][ 04 -43 PLF @ 2.0 to -43 @ 6.2 L [y=12.7][1( 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]( 01 -27 PLF @ 6.2 to -27 @ 10.3 R [y=11.61[1( Brg.# 1 Vert.R= -188.5 # Hor.R= 52.7# Brg_# 2 Vert. -R= _11_B # Hor.R= 0_0# [MWFRS ASCE Perp/R++][00 24.00][00 1.60][NM Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][1( 10 PLF @ -1.8 to 10 @ 0.0 [y=15.71[ 04 -10 PLF @ 10.3 to 710 @ 12.3 R [y=11.1][1( 36 PLF @ 12.3 to 36 @ 14.1 R [y=10.71[100%1 - 27 PLF @ -1.8 to -27 @ 0.0 L `y=11.1][100%] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5][100%) 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7][ 01] 10 PLF @ 12.3 to 10 @ 14.1 [y=15,7][ 0%0 -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.71[100%) 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 08] - 10 PLF @ 6.2 to -10 @ 10.3 R (y=11.6)[100%] Brg.# 1 Vert.R= -124.6 # Hor.R= 53.2# Brg.# 2 Vert.R= 53.4 # Hor.R= 0.0# [MWFRS ASCE Perp/R+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6][100%] 10 PLF @ -1.8 to 10 @ 0.0 [yy=15.7][ 0%0 -10 PLF @ 10.3 to -10 @ 12.3 R [y=11.1][1 01] 36 PLF @ 12.3 to 36 @ 14.1 R [y=10.71[100%] -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.11110081 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5](100%] 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7]( 08] 10 PLF @ 12.3 to 10 @ 14.1 [y=15.7]1 0%] -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7)1100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 011 -10 PLF @ 6.2 to -10 @ 10.3 R [y=11.61[100%1 Brg.# 1 Vert.R= 22.6 # Hor.R= 53.20 Brg.# 2 Vert.R= 200.6 # Hor R -0.00 [MWFRS ASCE Perp/R-+](OC 24.00][DF 1,601[00 1] Repetitive Factors Used: Yes - 27 PLF @ 0.0 to -27 @ 2.0 L [y=11.61[10081 10 PLF @ -1.8 to 10 @ 0.0 1y=15.71[ 01] -43 PLF @ 10.3 to -43 @ 12.3 R [y=11.1][1001] -89 PLF @ 12.3 to -89 @ 14.1 R [y=10.7][1001] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1001] - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5)(100%) 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7]1 011 10 PLF @ 12.3 to 10 @ 14.1 [y=15.711 08] -27 PLF @ 2.0 to -27 @ 6.2 L (yy-12.7](100%] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 01] -43 PLF @ 6.2 to -43 @ 10.3 R [y=11.6][100%) Brg.# 1 Vert.R= -158.9 # Hor.R= -52.70# Brg.# 2 Vert.R= -335.7 # Hor.R= 0.00 [MWFRS ASCE Perp/R--][0C 24.00][DF 1.601[80 11 Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6]]1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7]1 0%1 -43 PLF @ 10.3 to -43 @ 12.3 R (y=11.11[1008] -89 PLF @ 12.3 to -89 @ 14.1 R [y=10.71[100%1 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[1008] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%1 10 PLF @ 0.0 to 10 @ 12.3 [y=15.711 0%1 10 PLF @ 12.3 to 10 @ 14.1 [y=15.71[ 081 -27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7][100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 01] -43 PLF @ 6.2 to -43 @ 10.3 R [y=11.6][1001] Brg.# 1 Vert.R= -11.8 # Hor.R= 52.7# Brg.# 2 Vert.R= -188.5 # Ror.R= -0.00 [MWFRS ASCE Parl++][OC 24.00][DF 1.60][00 1] Used: Yes - 10 @ 2.0 L [y=11.6][10081 10 @ 0.0 [y-15.7 ( 01 - 10 @ 12.3 R [y=11.1]]100%] -10 @ 14.1 R [yy==10.71(1001] -- 12 @ 12.3 [y=10.51[100%%jll 10 @ 12.3 [y=15.71( 011 10 @ 14.1 [y=15.711 0%1 -10 @ 6.2 L [y=12.7]11001] 10 @ 12.3 [y- 5.1][ 010 -10 @ 10.3 R [y=11.61[100%1 Brg.# 1 Vert.R= -12.9 # Hor.R= -0.04 Brg.# 2 Vert.R= -12.9 # Hor.R= -0.00 - [MWFRS ASCE Parl+-][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.61[1001/4] LO PLF @ -1.8 to 10 @ 0.0 [y=15.7)[ 0%] -10 PLF @ 10.3 to -10 @ 12.3 R [y=11.11[10081 - 10 PLF @ 12.3 to -10 @ 14.1 R [y=10.71[1008] -10 PLF @ -1.8 to -10 @ 0.0 L ffy=11.111[1008] Repetitive Factors -10 PLF @ 0.0 to 10 PLF @ -1.8 to -10 PLF @ 10.3 to -10 PLF @ 12.3 to -10 PLF @ -1.8 to -12 PLF'@ 0.0 to 10 PLF @ 0.0 to 10 PLF @ 12.3 to -10 PLF @ 2.0 to 10 PLF @ 0.0 to - 10 PLF @ 6.2 to 12 PLF @ 0.0 to 12 @ 12.3 [y=10.511100%1 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7]1 011 10 PLF @ 12.3 to 10 @ 14.1 [p=15.7]1 010 -10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7][1 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.111 01] -10 PLF @ 6.2 to -10 @ 10.3 R [y=11.6][10011 Brg.# 1 Vert.R= 134.2 # Hor.R= -0.00 Brg.# 2 Vert.R= 134.2 # Hor.R= -0.00 [MWFRS ASCE Parl-+)[OC 24.001[DE 1.6011111/41 11 Repetitive Factors Used: Yes -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.6]1100% 10 PLF @ -1.8 to 10 @ 0.0 (y=15.711 01] - 52 PLF @ 10.3 to -52 @ 12.3 R [y=11.11[100% -52 PLF @ 12.3 to -52 @ 14.1 R [y=10.71(1001 -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.11[100% - 12 PLF @ 0.0 to -12 @ 12.3 [y=10.5111001] 10 PLF @ 0.0 to 10 @ 12.3 [y=15.7]1 01] 10 PLF @ 12.3 to 10 @ 14.1 [y=15.7]1 011 - 52 PLF @ 2.0 to -52 @ 6.2 L [y=12.71[100% 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.11) Oil - 52 PLF @ 6.2 to -52 @ 10.3 R [y=11.6][1001 Brg.# 1 Vert.R= -343.0 # Hor.R= -0.00 Brg.# 2 Vert.R= -343.0 # Hor.R= -0.0# [MWFRS ASCE Parl--](00 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -52 PLF @ 0.0 to -52 @ 2.0 L [y=11.61[100%1 10 PLF @ -1.8 to 10 @ 0.0 (y=15.711 01] -52 PLF @ 10.3 to -52 @ 12.3 R [y=11.1][100%) - 52 PLF @ 12.3 to -52 @ 14.1 R [y=10.71[100%1 -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.11[100%1 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[10011 10 PLF @ 0.0 to 10 0 12.3 [y=15.71( 01] 10 PLF @ 12.3 to 10 @ 14.1 [y=15.71[ 010 -52 PLF @ 2.0 to -52 @ 6.2 L [y=12.71[100%1 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]1 01] -52 PLF @ 6.2 to -52 @ 10.3 R (y=11.6](100%] Brg.# 1 Vert.R= -195.8 0 Hor.R= -0.0# Brg.# 2 Vert. -0=_ -195.8 # Hor.R= 0.04 [MWFRS ASCE PrpD/L+-][0C 24.00][DE 1.601100 1] Repetitive Factors Used: Yes -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][1001] 31 PLF @ -1.8 to 31 @ 0.0 (y=15.7][ 01 -27 PLF @ 10.3 to -27 @ 12.3 R [y=11.1)[100%] -27 PLF @ 12.3 to -27 @ 14.1 R [y=10.71[1001] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%) 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5111001] 31 PLF @ 0.0 to 31 @ 12.3 [y=15.7]1 01] 31 PLF @ 12,3 to 31 @ 14.1 (y=15.7][ 01] -10 PLF @ 2.0 to -10 @ 6.2 L (y=12.7][100%] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.11] 01] -27 PLF @ 6.2 to -27 @ 10.3 R (y=11.61[10011 Brg.# 1 Vert.R= 425.2 # Hor.R= -53.20 Brg.# 2 Vert.R= 247.2 # Hor.R= -0.00 [MWFRS ASCE PrpD/L--][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -43 PLF @ 0.0 to -43 @ 2.0 L [y=11.6][1001] 31 PLF @ -1.8 to 31 @ 0.0 [y==15.7][ 01] -27 PLF @ 10.3 to -27 @ 12.3 R [y=11.11(1001] -27 PLF @ 12.3 to -27 @ 14.1 R [y=10.7][1001] -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[1001/4] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5111008] 31 PLF @ 0.0 to 31 @ 12.3 [y=15.7]] D%1 31 PLF @ 12.3 to 31 @ 14.1 [y=15.7]1 011 -43 PLF @ 2.0 to -43 @ 6.2 L [y=12.71 1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 55.1]( 011 -27 PLF @ 6.2 to -27 @ 10.3 R [y=11.61[1008] Brg.# 1 Vert.R= 36.1 # Hor.R= 52.70 Brg.# 2 Vert.R= 212.9 # Hor.R= -0.00 [MWFRS ASCE PrpD/R+-][0C 24.00][DF 1.60)[00 1] Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.611100%) 31 PLF @ -1.8 to 31 @ 0.0 [y=15.71[ %] -10 PLF @ 10.3 to -10 @ 12.3 R [y=11.11[100%] 36 PLF @ 12.3 to 36 @ 14.1 R [y=10.71[1008] -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1][1001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%] 31 PLF @ 0.0 to 31 @ 12.3 [y=15.71[ 011 31 PLF @ 12.3 to 31 @ 14.1 (y=15.711 01 - 27 PLF @ 2.0 to -27 @ 6.2 L [y=12.7][1001] 20 PLF @ 0.0 to 20 @ 12.3 [y= 5.1]( 0%1 - 10 PLF @ 6.2 to -10 @ 10.3 R [y=11.6][1001] Brg.# 1 Vert.R= 247.2 # Hor.R= 53.20 Brg_# 2 Vert.R= 425.2 # Hor.R= _C.00 [MWFRS ASCE PrpD/R--[[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -27 PLF @ 0.0 to -27 @ 2.0 L [y=11.6)1100%] 31 PLF @ -1.8 to 31 @ 0.0 [y 15.7][ 01] -43 PLF @ 10.3 to -43 @ 12.3 R [y=11.1](100%] - 89 PLF @ 12.3 to -89 @ 14.1 R [y=10.7][1001] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1)(10011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[100%1 31 PLF @ 0.0 to 31 @ 12.3 Iy=15.7][ 0%11 31 PLF @ 12.3 to 31 @ 14.1 [y=15.7]1 01) -27 PLF @ 2.0 to -27 @ 6.2 L [yy=12.7][1001] 20 PLF @ 0.0 to 20@12.3 [y=5.1][ 0%1 - 43 PLF @ 6.2 to -43 @ 10.3 R [y-11.61[10011 Brg.# 1 Vert.R= 212.9 0 Hor.R=-52.70 Brg_# 2 Vert.R= 36.1 0 Hor.R= C_0# [MWFRS ASCE Pr1D+-][00 24.00][DF 1.601[80 1] Repetitive Factors Used: Yes -10 PLF @ 0.0 to -10 @ 2.0 L [y=11.6][10011 31 PLF @ -1.8 to 31 @ 0.0 [y=15.71[ 01] -10 PLF @ 10.3 to -10 @ 12.3 R (y=11.1][1001] -10 PLF @ 12.3 to -10 @ 14.1 R [y=10.7][1008] - 10 PLF @ -1.8 to -10 @ 0.0 L (y=11.1]11001] 12 PLF @ 0.0 to 12 @ 12.3 [y=10.5][1001] 31 PLF @ 0.0 to 31 @ 12.3 [y=15.7]1 01] 31 PLF @ 12.3 to 31 @ 14.1 [y=15.7]1 011 -10 PLF @ 2.0 to -10 @ 6.2 L [y=12.7](100%] 20 PLF @ 0.0 to 20 @ 12.3 (y= 5.1]] 01] -10 PLF @ 6.2 to -10 @ 10.3 R [y=11.6][1001] Brg.# 1 Vert.R= 358.9 # Hor.R= -C.0# Brg.# 2 Vert.R= 358.9 # Hor.R= -C.00 [MWFRS ASCE PcD1--] Repetitive Factors - 52 PLF @ 0.0 to 31 PLF @ -1.8 to -52 PLF @ 10.3 to -52 PLF @ 12.3 to - 52 PLF @ -1.8 to 12 PLF @ 0.0 to 31 PLF @ 0.0 to 31 PLF @ 12.3 to -52 PLF @ 2.0 to 20 PLF @ 0.0 to - 52 PLF @ 6.2 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= ]OC 24.00][DF 1.60)[NM 1] Used: Yes -52 @ 2.0 L [y=11.6][1001] 31 @ 0.0 [y=15.7]1 01 -52 @ 12.3 R [y=11.1][1001] -52 @ 14.1 R [y=10.71[1001 -52 @ 0.0 L [y=11.11[100%1 12 @ 12.3 [y=10.5][1001] 31 @ 12.3 [y=15.71[ 01] 31@14.1 y=15.7][ 0%1 -52 @ 6.2 L [y=12.7][100%] 20 @ 12.3 1i= 5.1][ 01 -52 @ 10.3 0[y=11..6][100%1 28.8 # Hor,R= -0.0# 28.8 # Hor.R= -0.0# [C&C ASCE Wind Lt-+1[OC 24.00][DF 1.601)00 1] Repetitive Factors Used: Yes - 91 PLF @ 6.2 to -91 @ 9.2 Ry=11.911001] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.7] [ 0%] - 149 PLF @ -1.8 to -149 @ 0.0 L ]y-11.1][100%] 10 PLF @ 0.0 to 10 @ 1.2 [p=15.711 01] -56 PLF @ 9.2 to -56 @ 10.3 R [y=11.61[100%1 - 56 PLF @ 1.2 to -56 @ 2.0 L [y=11.61[100%1 10 PLF @ 1.2 to 10 @ 6.2 [y=15.71[ 01] -56 PLF @ 10.3 to -56 @ 14.1 R [y=10.7][1001] 10 PLF @ 6.2 to 10 @ 9.2 [y=15.71[ 01] -12 PLF @ 0.0 to -12 @ 12.3 [y=10.5](100%] - 91 PLF @ 0.0 to -91 @ 1.2 L [y=11.41[100%1 10 PLF @ 9.2 to 10 0 14.1 [y=15.7] [ 1] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1][ 011 - 56 PLF @ 2.0 to -56 @ 6.2 L [y=12.71[1001] [C&C ASCE Wind Rt -+](0C 24.00]]DF 1.60J[80 1] Repetitive Factors Used: Yes - 56 PLF @ 10.3 to -56 @ 11.1 R [y=11.4111001] -91 PLF @ 11.1 to -91 @ 12.3 R (y=11.1][100%] 10 PLF @ -1.8 to 10 @ 3.2 [y=15.71[ 01] - 91 PLF @ 3.2 to -91 @ 6.2 L [y=12.71[10081 10 PLF @ 3.2 to 10 @ 6.2 [y=15.7[[ 011 -149 PLF @ 12.3 to -149 @ 14.1 R [y=10.71[100%] -56 PLF @ -1.8 to -56 @ 2.0 L [y=11.61[100%1 10 PLF @ 6.2 to 10 @ 11.1 [y=15.711 01] - 12 PLF @ 0.0 to -12 @ 12.3 (y=10.5][1001) 10 PLF @ 11.1 to 10 @ 12.3 [y=15.711 01] -56 PLF @ 6.2 to -56 @ 10.3 R (y=11.61[1001] 10 PLF @ 12.3 to 10 @ 14.1 [y=15.711 01] 10 PLF @ 0.0 to 10 @ 12.3 (y= 5.1]] 01] -56 PLF @ 2.0 to -56 @ 3.2 L [y=11.91[100%1 [C6C ASCE Wind Lt --][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -91 PLF @ 6.2 to -91 @ 9.2 R [y=11.91[10011 1019PL-@ 18 .to to 1'4' @0. 19 0 .0[ y= 15[y7=11 .101 001] 1PLF F @ 8 090.2% 1- @4 1102.3[05y=711!011001] - 56 PLF @ 1.2 to -56 @ 2.0 L [y=11.61[100%] 10 PLF @ 1.2 to 10 @ 6.2 [y=15.71( 081 -56 PLF @ 10.3 to -56 @ 14.1 R [y=10.71[100%1 10 PLF @ 6.2 to 10 @ 9.2 [y=15.7[[ 011 12 PLF @ 0.0 to 12 @ 12.3 [y=10.51[1001] -91 PLF @ 0.0 to -91 @ 1.2 L [y=11.4)[100%] 10 PLF @ 9.2 to 10 @ 14.1 [y=15.7][ 01] 10 PLF @ 0.0 to 10 @ 12.3 [y= 5.1]1 011 - 56 PLF @ 2.0 to -56 @ 6.2 L [y=12.71[100%1 (C&C ASCE Wind Rt --][00 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -56 PLF @ 10.3 to -56 @ 11.1 R [y=11.41[100%1 -190 1 PPLL-1tto o -190108 1901@8 132.2. 3 [Ry=1y711] 011 -91 PLF @ 3.2 to -91 @ 6.2 L [y=12.7][100%1 10 PLF @ 3.2 t0 10 @ 6.2 [y=15.71( 0%1 -149 PLF @ 12.3 to -149 @ 14.1 R [y=10.711100%] -56 PLF @ -1.8 to -56 @ 2.0 L (y=11.6111001] 10 PLF @ 6.2 to 10 @ 11.1 [y=15.71[ 01] 12 PLF @ 0.0 to 12 @ 1126:33. 2'3 .g1[10061 10 PLF @ 11.1 t 10 @ 12'? .7][ 011 -56 PLF 6.2. 0. -56 @ 1u.3 R [y=11.6][1001] 10 PLF 814.4 to•10@1411'[=1".711 0%] 10 PLF @ 0.0 to 10 @ 12'3 [T= 1�,?]f 08] -56 PLF �'2'!Qi'o' -56 @ T.2 L1y-11.91[100%1 "1 i Iii"•= � Job:(16124N) /A14G THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS :T2 2x4 SP #2 N: :T3 2x4 SP #1 Dense: Bct chord 2x4 SP #1 Dense Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 5'0"6 3 12 5' 5095 Special loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 91 plf at -1.81 to 91 plf at 2.00 TC- From 91 plf at 2.00 to 91 plf at 5.00 TC- From 45 plf at 5.00 to 45 plf at 7.33 TC- From 91 plf at 7.33 to 91 plf at 10.33 TC- From 91 plf at 10.33 to 91 plf at 14.15 BC- From 4 plf at -1.81 to 4 pIf at 0.00 BC- From 20 plf at 0.00 to 20 plf at 5.03 BC- From 10 plf at 5.03 to 10 pIf at 7.30 BC- From 20 plf at 7.30 to 20 pIf at 12.33 BC- From 4 plf at 12.33 to 4 plf at 14.15 TC- 508.80 Ib Conc. Load at 5.03, 7.30 TC- 195.88 Ib Conc. Load at 6.17 BC- 134.07 Ib Conc. Load at 5.03, 7.30 BC- 70.78 Ib Conc. Load at 6.17 965 5095 1'1"10- 11"10 t III4X5(R) 2'4" 5'0"6 T3 II/4X5(R) 5' • • • • • •• • • • • •• • • • • • •• • ••• • • • 106* • LEFT RAKE = 1'8"10 PLT. TYP.-WAVE 1'8" 1 R=1561# U=661# W=8" (Rigid Surface) DESIGN CRIT=FBC2014RESRPI-2007 FTIRT=20%(0%)I 1(0) 1340 12'4" 715+ 1111.5X4 1111.5X4 QTY= 1 TOTAL= 1 1345 R=1561# U=661# W=8" (Rigid Surface) • • • • • •• • 1'8" • •••• • • • •• • RIGHT RAKE = 1'8"10 SEQ = 489167 REV. 15.01.01C.0610.23 SCALE =0.5000 • •• • • • • • • • • • • • • • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARR Cf:NI'0,5!, BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Tresses require extreme care In fabricating, handling, shipping, installing and bracing Refer to and follow the latest edition of BCSI (Bufding Component Safely Information, by 501 and WTCA) for safety practices prior to performing lhesefuncdona. Installer. ',ha provide temporary bracing per BCSI. Unless noted othemise, top chard strati have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed pm BCSI sections 133, E17 or 510, as applicable Apply plates to each face of truss and positron as shovel l above and on the John Details, unless noted othemise. Refer to drawings 160A-21or standard pule positions. ITN Building Components Group Inc. dull notice responsible for any devation from 150 drawing, any failure to Wild aro buss In conformance with ANSUTPI 1, or for handling, shipping, indatiebon 8 bracing of trusses. A sal on this 0,0*5 or Boar p.p. Ilging (las drawing, Indicates aoaptanoe of professional .npins.dnp mpan.Ihmty solely forth. d..Ipn shins, Th. suitability .nd use of thla drawing for anY al,oeor. h the lesson.RD(y of the Building Designer per ANSIyrPI 1 Sea.2. For more Information see the lob's general notes page and these web sites: ITW BCG: www.3wbog.corn; TPI: wMo.tpbreLorg; WTCA: oww,.sizindudry.com; ICC'. wvw:.lcosafe.org TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 120400 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIPS [ALPINE] [FBC2014Res/TPI-2007] [A14G][161240/1] [TCLL 30.0)1TCDL 15.0] [BCDL 10.0] [BCLL 0.0] [DF 1.25] [00 24.0] [NM 1] [SOFFIT 2.0) ===Bearings==[X-Loc][React][Min Size Req]== [ 0.0011 1561][0.13] [11.67][ 1561](0.13] EndPts MaxTen MaxComp 4- 1- 6357 -3346 8-12 1330 -3286 10-17 1250 -3130 16-19 1330 -3286 20-23 1357 -3346 26-27 40 -23 5- 9 3084 -1246 9-13 3120 -1255 13-14 3130 -1250 14-18 3120 -1255 18-22 3084 -1246 2- 3 593 -1368 2- 4 1355 -3335 1- 2 61 -109 4- 5 108 -274 3- 5 3127 -1266 24-25 593 -1368 23-24 1355 -3335 24-26 61 -109 22-23 108 -274 22-25 3127 -1266 6- 7 1330 -3293 7- 8 1327 -3280 11-12 3214 -1287 10-11 3130 -1250 15-17 3130 -1250 15-16 1287 -3214 19-21 1327 -3280 20-21 3293 -1330 AXL BND CSI GLC S 0.00 0.05 0.06 1 8 0.02 0.13 0.15 3 8 0.12 0.34 0.45 3 4 0.15 0.41 0.56 3 4 0.12 0.34 0.45 8 4 0.02 0.13 0.15 8 8 0.00 0.05 0.06 1 8 0.39 0.48 0.87 5 4 0.40 0.48 0.87 5 4 0.43 0.35 0.77 3 4 0.40 0.48 0.87 6 4 0.39 0.48 0.87 6 4 -_-= Plate Member =-=- 0.02 0.13 0.15 3 8 -=-=Fictious Member=-=- -= = Plate Member =_- 0.43 0.17 0.59 3 4 -_-= Plate Member =-_- 0.02 0.13 0.15 8 8 -=-=Fictious Member=-= -= Plate Member =-=- 0.43 _- 0.43 0.17 0.59 8 4 -=-=Fictious Member=-=- -=-=Fictious Member=-= -=-=Fictious Member=-=- -=-=Fictious Member=-=- -= =Fictious Member-- -=-=Fictious Member=-=- -=-=Fictious Member=-= -= =Fictious Member=-� EndPts MaxTen MaxComp AXL GLC S Grade 7- 9 306 -51 0.12 5 4 SP 03 11-13 146 0 0.06 7 4 SP 43 14-15 146 0 0.06 4 4 SP 43 18-21 306 -51 0.12 6 4 SP 43 Node 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 23 24 25 26 27 X -Lac -1.74 0.00 0.15 0.15 0.92 0.99 2.00 2.00 2.00 2.15 5.00 5.00 5.00 5.15 7.19 7,33 7.33 7.33 10.19 10.33 10.33 10.33 11.34 11.42 12.19 12.19 12.33 14.07 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.44 11.44 11.44 10.65 12.27 12.27 12.27 10.65 10.65 12.27 12.27 12.27 10.65 11.44 11.44 11.44 10.65 11.08 10.75 10.70 10.86 10.42 Grade Length SP SS 21.52 SP SS 13.65 SP 42 N 37.36 SP #1 Dense 28.00 SP #2 N 37.36 SP SS 13.65 SP SS 21.52 SP #1 Dense 13.86 SP #1 Dense 36.00 SP #1 Dense 24.50 SP 01 Dense 36.00 SP #1 Dense 13.86 PLATE MEMBER 0.50 SP SS 10.12 SP SS 2.19 PLATE MEMBER 5.34 SP #1 Dense 10.17 PLATE MEMBER 0.50 SP SS 10.12 SP SS 2.19 PLATE MEMBER 5.34 SP 01 Dense 10.17 SP SS 0.00 SP #2 N 0.00 SP 02 N 0.00 SP 41 Dense 0.00 SP #1 Dense 0.00 SP 02 N 0.00 SP 42 N 0.00 SP SS 0.00 Length Brace 7.77 16.00 16.00 7.77 Plate Cq JSI Method deflY]L) 0.02 L/999 Pitch 3.00 3.89 3.33 0.00 -3.33 -3.89 -3.00 -0.00 - 0.00 - 0.00 -0.00 -0.00 -Vert- 5.28 -9.07 -71.89 -0.82 -Vert- - 5.28 9.07 71.89 0.82 - Vert- -Vert- - Vert- -Vert- -Vert- -Vert- - Vert- Vert- deflY(T) 0.05 L/449 [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM ] Repetitive Factors Used: No 31 PLF @ -1.8 to 31 @ 2.0 [y=15.4 [ 0%] 31 PLF @ 2.0 to 31 @ 5.0 [y=15.4 [ 00] Brace 15 PLF @ 5.0 to 15 @ 7.3 [y=15.4 [ 0%] Plywd 31 PLF @ 7.3 to 31 @ 10.3 [y=15.4 [ 0%] Plywd 31 PLF @ 10.3 to 31 @ 14.1 f[y=15.4 [ 0%) Plywd 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 [ 0%] Plywd 4 PLF @ 12.3 to 4 @ 14.1 [y= 5.1 [ 0%) Plywd 20 PLF @ 0.0 to 20 @ 5.0 (y= 5.1 [ 00] Plywd 60 PLF @ -1.8 to 60 @ 2.0 [y=15.4 [100%] Plywd 60 PLF @ 2.0 to 60 @ 5.0 [y=15.4 [100%] Diaph 30 PLF @ 5.0 to 30 @ 7.3 [y=15.4 [100%] Diaph 60 PLF @ 7.3 to 60 @ 10.3 [y=15.4 [1008] Diaph 60 PLF @ 10.3 to 60 @ 14.1 [y=15.4 [100%] Diaph 10 PLF @ 5.0 to 10 @ 7.3 [y= 5.1 [ 0%) Diaph 20 PLF @ 7.3 to 20 @ 12.3 [y= 5.1 [ 0%] 277.53 Lbs. @ 5.0, 15.4 Angle=270 Plywd 106.84 Lbs. @ 6.2, 15.4 Angle=270 277.53 Lbs. @ 7.3, 15.4 Angle=270 73.13 Lbs. @ 5.0, 5.1 Angle=270 Diaph 38.61 Lbs. @ 6.2, 5.1 Angle=270 73.13 Lbs. @ 7.3, 5.1 Angle=270 Plywd 231.27 Lbs. @ 5.0, 15.4 Angle=270 89.04 Lbs. @ 6.2, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 Angle=270 Diaph 60.94 Lbs. @ 5.0, 5.1 Angle=270 32.17 Lbs. @ 6.2, 5.1 Angle=270 60.94 Lbs. @ 7.3, 5.1 Angle=270 Brg.0 1 Vert.R= 1561.2 # Hor.R= -0.00 Brg.# 2 Vert.R= 1561_2 # Hor.R= _0_0# [FBC pass #2][00 24.00][DF 1.25 [NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 2.0 y=15.4 [ 0%] 31 PLF @ 2.0 to 31 @ 5.0 y=15.4 [ 0%] 31 PLF @ 5.0 to 31 @ 7.3 y=15.4 [ 0%] 31 PLF @ 7.3 to 31 @ 10.3 y=15.4 [ 0%) 31 PLF @ 10.3 to 31 @ 14.1 y=15.4 [ 0%] 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 1 0%] 4 PLF @ 12.3 to 4 @ 14.1 y= 5.1 1 0%) 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1 1 0%] dxL dxT 20 PLF @ 0.0 to 20 @ 12.3 y= 5.1 [100%) 0.00 0.01 Brg.# 1 Vert.R= 498.3 # Hor.R= -0.04 Brg.# 2 Vert.R= 498.3 # Hor.R= _0 04 4X5(A1) 0.80 0.99 0.00 L/999 0.01 L/999 0.01 L/999 408(0) 0.80 0.99 N 0_03 L/999 1.504 0.80 0.56 N 0.03 L/999 405(0) 0.80 0.82 N 0.10 L/999 1.504 0.80 0.27 N 0.10 L/999 1.5X4 0.80 0.27 N 0.10 L/999 4X5(R) 0.80 0.82 N 0.10 L/999 1.5X4 0.80 0.56 N 0.03 L/999 408)0) 0.80 0.99 N 0.03 L/999 405)01) 0.80 0.99 0.00 L/999 0.00 0.00 [Partial Unbal. Lt][0C 24.00][DF 1.25][NM 1] 0.03 L/999 0.00 0.01 Repetitive Factors Used: No 0.03 L/999 0.00 0.01 31 PLF @ -1.8 to 31 @ 2.0 y=15.4] 0.08 L/999 0.01 0.02 31 PLF @ 2.0 to 31 @ 5.0 y-15.4] 15 PLF @ 5.0 to 15 @ 7.3 y=15.4] 31 PLF @ 7.3 to 31 @ 10.3 y-15.4] 0.08 L/999 0.00 0.01 31 PLF @ 10.3 to 31 @ 14.1 y=15.4] 0.24 L/598 0.02 0.05 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1] ----- ---- 4 PLF @ 12.3 to 4 @ 14.1 y= 5.1] 20 PLF @ 0.0 to 20 @ 5.0 y= 5.1) 0.24 L/592 0.01 0.02 60 PLF @ -1.8 to 60 @ 0.0 y=15.4] 0.24 L/592 0.02 0.03 60 PLF @ 2.3 to 60 @ 5.0 y=15.4] 0.24 L/598 0.01 0.04 30 PLF @ 5.0 to 30 @ 7.3 y=15.41 ----- ---- 60 PLF @ 7.3 to 60 @ 10.3 y=15.4] 60 PLF @ 10.3 to 60 @ 14.1 y=15.4] 0.08 L/999 0.02 0.05 10 PLF @ 5.0 to 10 @ 7.3 y= 5.1] 0.08 L/999 0.03 0.07 20 PLF @ 7.3 to 20 @ 12.3 y= 5.1] 277.53 Lbs. @ 5.0, 15.4 Angle=270 106.84 Lbs. @ 6.2, 15.4 Angle=270 0.01 L/999 0.03 L/999 0.02 0.05 277.53 Lbs. @ 7.3, 15.4 Angle=270 0.01 L/999 0.03 L/999 0.03 0.07 73.13 Lbs. @ 5.0, 5.1 Angle=270 38.61 Lbs. @ 6.2, 5.1 Angle=270 0.00 L/999 0.00 L/999 0.03 0.06 73.13 Lbs. @ 7.3, 5.1 Angle=270 231.27 Lbs. @ 5.0, 15.4 Angle=270 0.02 L/999 0.05 L/449 0.00 0.01 89.04 Lbs. @ 6.2, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 Angle=270 60.94 Lbs. @ 5.0, 5.1 Angle=270 32.17 Lbs. @ 6.2, 5.1 Angle=270 60.94 Lbs. @ 7.3, 5.1 Angle=270 Brg.# 1 Vert.R= 1435.1 # Hor,R= -0.00 Brg.# 2 Vert.R= 1549.8 # Hor.R= 0.0# 00] 0%] 00] 08] 08] 1009) 1000] 1000] 100%] 1000 0%1 [Partial Unbal. Rt][OC 24.00](DF 1.25] NM 1] Repetitive Factors Used: No 1 PLF @ -1.8 to 31 @ 2.0 y=15.4 Of 31 PLF @ 2.0 to 31 @ 5.0 y=15.4 Of 15 PLF @ 5.0 to 15 @ 7.3 y=15.4 [ Of 31 PLF @ 7.3 to 31 @ 10.3 y=15.4 Of 31 PLF @ 10.3 to 31 @ 14.1 y=15.4 Of 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1 [ Of 4 PLF @ 12.3 to 4 @ 14.1 y= 5.1 01 20 PLF @ 0.0 to 20 @ 5.0 y= 5.1 Of 60 PLF @ -1.8 to 60 @ 2.0 y=15.4 1001 60 PLF @ 2.0 to 60 @ 5.0 y=15.4 1001 60 PLF @ 12.3 to 60 @ 14.1 y=15.4 1001 10 PLF @ 5.0 to 10 @ 7.3 y= 5.1 01 20 PLF @ 7.3 to 20 @ 12.3 y= 5.1 01 277.53 Lbs. @ 5.0, 15.4 Angle=270 106.84 Lbs. @ 6.2, 15.4 Angle=270 277.53 Lbs. @ 7.3, 15.4 Angle=270 73.13 Lbs. @ 5.0, 5.1 Angle=270 38.61 Lbs. @ 6.2, 5.1 Angle=270 73.13 Lbs. @ 7.3, 5.1 Angle=270 231.27 Lbs. @ 5.0, 15.4 Angle=270 89.04 Lbs. @ 6.2, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 Angle=270 60.94 Lbs. @ 5.0, 5.1 Angle=270 32.17 Lbs. @ 6.2, 5.1 Angle=270 60.94 Lbs. @ 7.3, 5.1 Angle=270 Brg.# 1 Vert.R= 1467.6 0 Hor.R= 0.0# Brg.# 2 Vert.R= 1284_9 # Hor.R= 0_0# [Partial Unbal. Ltl][OC 24.00][08 1.25][NM : Repetitive Factors Used: No 31 PLF @ -1.8 to 31 @ 2.0 y=15.4][ 0? 31 PLFid. 2,04ko 31 @ 5.0 y=15.4]1 Of 15 PLFI@• l.A is 15 @ ;1„3.4=11,41( 0% • ••••31 PLF 7.3 to 31 @ rD73y4] [ 01 .• • 31 PLF4i410.34o 31 @ 14.1 l=15.4][ 08 4 PLFE td' 4 @ 00-•5 1][ 01 11'1• V .5i 1) 01 • 20 PLF @ 0.i to 20 @ y.0 y= 5•1][ O1 60 PLF @ -1.8 to 60 @ 41 !I•[! 4][1001 •41••••• • 00. 30 PLF O •5.3 to 30 @ '1.3 y=154](1001 ••••• 60 PLF !.3 to• 60 @ 1��•[N45.4)(1001 60 ••PLF L 10.55 to 60 @ 14.1.•[[ 15'04)(1001 10 PLF 4.540 to, 10 @ '0.900[,•5.1] [ 01 •••• 20 PLF @ 7.?;o: 20 @ 1i.,44-65•1)[ 01 277.53 Lbs. @ 5.0, 15.4 gle•270 106.84 Lbs. @ • 6.2, 15.4 Anglt=270 • • •277.53 Lbs. 6 7.3, 15.9 •B 10 • • 73.13 L • . •ti•0, 5.1 • Anngle=270 • • 38.61 L;s. U 6.2, 5.1 • An le=200 • • •73.13 Lbs. @ 7.3, 5.1 10thi11412L0 • • 4231.27 Lbs! t • 0, 15.4 • Angle=27700 89.04 Las• i • 6, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 Angle=270 60.94 Lbs. @ 5.0, 5.1 Angle=270 32.17 Lbs. @ 6.2, 5,1 Angle=270 60.94 Lbs. @ 7.3, 5.1 Angle=270 Brg.4 1 Vert,R= 1314.7 # Hor.R= 0.04 Brg.# 2 Vert.R= 1498.9 # Hor.R= _0_04 [Partial Intel. Rtl]]OC 24.00][DF 1.25 [NM i Repetitive Factors Used: No 31 PLF @ -1.8 to 31 @ 2.0 [y=15.4 0? 31 PLF @ 2.0 to 31 @ 5.0 [y=15.4 1) 15 PLF @ 5.0 to 15 @ 7.3 [y=15.4 08 31 PLF @ 7.3 to 31 @ 10.3 [y=15.4 0? 31 PLF @ 10.3 to 31 @ 14.1 [y=15.4 [ Of 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1 Oi 4 PLF @ 12.3 to 4 @ 14.1 ]y= 5.1 Of 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1 Of 60 PLF @ -1.8 to 60 @ 2.0 [y=15.4 100? 60 PLF @ 2.0 to 60 @ 5.0 [y=15.4 100? 30 PLF @ 5.0 to 30 @ 7.0 [y=15.4 100? 60 PLF @ 12.3 to 60 @ 14.1 [y=15.4 1009 10 PLF @ 5.0 to 10 @ 7.3 [y= 5.1 Of 20 PLF @ 7.3 to 20 @ 12.3 [y= 5.1 [ Of 277.53 Lbs. @ 5.0, 15.4 Angle=270 106.84 Lbs. @ 6.2, 15.4 Angle=270 277.53 Lbs. @ 7.3, 15.4 Angle=270 73.13 Lbs. @ 5.0, 5.1 Angle=270 38.61 Lbs. @ 6.2, 5.1 Angle=270 73.13 Lbs. @ 7.3, 5.1 Angle=270 231.27 Lbs. @ 5.0, 15.4 An le=270 89.04 Lbs. @ 6.2, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 Angle -270 60.94 Lbs. @ 5.0, 5.1 Angle=270 32.17 Lbs. @ 6.2, 5.1 Angle=270 60.94 Lbs. @ 7.3, 5.1 Angle=270 Brg.# 1 Vert.R= 1498.9 # Hor.R= -0.00 Brg.# 2 Vert.R= 1314.7 # Hor.R= -0.08 [Partial Unbal. Lt2][00 24.00] [DF 1.25][NM 1] Repetitive Factors Used: No 31 PLF @ -1.8 to 31 @ 2.0 [y=15.4 [ 0%] 31 PLF @ 2.0 to 31 @ 5.0 [y=15.4 [ 0%] 15 PLF @ 5.0 to 15 @ 7.3 [y=15.4 [ 0%] 31 PLF @ 7.3 to 31 @ 10.3 [y=15.4 [ 0%] 31 PLF @ 10.3 to 31 @ 14.1 [y=15.4 [ 0%] 4 PLF @ -1.8 to 4 @ 0.0 [0= 5.1] 0%] 4 PLF @ 12.3 to 4 @ 14.1 [y= 5.1] 08] 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1 1 0%] 60 PLF @ -1.8 to 60 @ 0.0 3 j[y=15.4 [[1008j] 60 0 PLF @ 10.3 to 60 to 60 @ 14.1 [y=15.4 [100%] 10 PLF @ 5.0 to 10 @ 7.3 [y= 5.1 [ 0% 20 PLF @ 7.3 to 20 @ 12.3 [y= 5.1 [ 0%1 277.53 Lbs. @ 5.0, 15.4 Angle=270 106.84 Lbs. @ 6.2, 15.4 Angle=270 277.53 Lbs. @ 7.3, 15.4 Angle=270 73.13 Lbs. @ 5.0, 5.1 Angle=270 38.61 Lbs. @ 6.2, 5.1 Angle=270 73.13 Lbs. @ 7.3, 5.1 Angle=270 231.27 Lbs. @ 5.0, 15.4 An 1e=270 89.04 Lbs. @ 6.2, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 An le=270 60.94 Lbs. @ 5.0, 5.1 Angie=270 32.17 Lbs. @ 6.2, 5.1 Angle=270 60.94 Lbs. @ 7.3 5.1 Angle=270 Brg.# 1 Vert.R= 1184.9 # Hor.R= -0.0# Brg.# 2 Vert.R= 1467.6 # Har.R= -0.00 -- - - - - ---------------- [Partial Unbal. Rt2][0C 24.00][90 1.25][NM 1] Repetitive Factors Used: No 31 PLF @ -1.8 to 31 @ 2.0 [y=15.4 [ 0%] 31 PLF @ 2.0 to 31 @ 5.0 (y=15.4 [j 081 15 PLF @ 5.0 to 15 @ 7.3 y=15.4 [ 0%1 31 PLF @ 7.3 to 31 @ 10.3 (y=15.4 [ 0%] 31 PLF @ 10.3 to 31 @ 14.1 (y=15.4 [ 0%] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1] 0%] 4 PLF @ 12.3 to 4 @ 14.1 [y= 5.1] 0%] 20 PLF @ 0.0 to 20 @ 5.0 y= 5.1 [ 0%] 60 PLF @ -1.8 to 60 @ 2.0 y=15.4 [100%] 60 PLF @ 2.0 to 60 @ 5.0 y=15.4 (100%) 30 PLF @ 5.0 to 30 @ 7.3 y=15.4 [100%] 60 PLF @ 7.3 to 60 @ 10.0 y=15.4 [100%] 60 PLF @ 12.3 to 60 @ 14.1 y=15.4 [100%] 10 PLF @ 5.0 to 10 @ 7.3 y= 5.1 I 0%] 20 PLF @ 7.3 to 20 @ 12.3 y= 5.1][ 00] 277.53 Lbs. @ 5.0, 15.4 Angle=270 106.84 Lbs. @ 6.2, 15.4 Angle=270 277.53 Lbs. @ 7.3, 15.4 An le=270 73.13 Lbs. @ 5.0, 5.1 Angle=270 38.61 Lbs. @ 6.2, 5.1 Angle=270 73.13 Lbs. @ 7.3, 5.1 Angle=270 231.27 Lbs. @ 5.0, 15.4 Angle=270 89.04 Lbs. @ 6.2, 15.4 Angle=270 231.27 Lbs. @ 7.3, 15.4 Angle=270 60.94 Lbs. @ 5.0, 5.1 Angle=270 32.17 Lbs. @ 6.2, 5.1 Angle=270 60.94 Lbs. @ 7.3, 5.1 Angle=270 Brg.# 1 Vert.R= 1549.8 # Hor.R= -0.08 Brg.0 2 Vert.R= 1435.1 # Hor.R= -0.0# [MWFRS UPLIFT LOAD][OC 24.00][00 1 60][NM 11 Repetitive Factors Used: No 10 PLF @ -1.7 to 10 @ 5.0 [y=15.4][ 0%] 10 PLF @ 0.0 to 10 @ 5.0 Iy= 5.1][ 0%] 5 PLF @ 5.0 to 5 @ 7.3 [y=15.41[ 0%1 10 PLF @ 7.3 to 10 @ 14.1 Ty=15.4][ 08] 5'PLF @ 5.0 to 5 @ 7.3 [y= 5.1][ 0%1 10 PLF @ 7.3 to 10 @ 12.3 [y== 5.1][ 0% -64 PLF @ -1.7 to -64 @ 5.0 [y=15.4][100%1 -32 PLF @ 5.0 to -32 @ 7.3 [y=15.4][100%] -64 PLF @ 7.3 to -64 @ 14.1 [y=15.4][100%] -264.53 Lbs. @ 5.0, 15.4 Angle=270 -95.21 Lbs. @ 6.2, 15.4 Angle=270 -264.53 Lbs. @ 7.3, 15.4 Angle=270 -6.06 Lbs. @ 5.0, 5.1 Angle=270 1.00 Lbs. @ 5.0, 5.1 Angle=270 -6.06 Lbs. @ 6.2, 5.1 Angle=270 1.00 Lbs. @ 7.3, 5.1 Angle=270 -6.06 Lbs. @ 7.3, 5.1 Angle=270 Brg.# 1 Vert.R= -661.5 # Hor.R= -0.08 Brg.# 2 Vert.R= -661.5 # Hor.R= -0.08 • • • • • • • •• • •• • • • • • • • • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) /J5 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS Bot chord 2x4 SP #2 N Lumber value set "138" uses design values approved 1/30/2013 by ALSC 12 3 p 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind Toads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. R=196# U=95# NAILED 12'1"8 • • • • • • • • •• • • •• • • • • • •• • •••• •• • • • • • • •••• • •• •Ji• •••• • • • •• • •• •• LEFT RAKE = 1'8"10 PLT. TYP.-WAVE 1'8" R=486# U=248# RL=93# W=8" (Rigid Surface) DESIGN CRIT=FBC2S14RES/TPI-2007 FT)RT=20%(0%)/ 1(0) 5' QTY= 8 TOTAL= 8 1 R=71# U=6# NAILED • • • • • • • • • • • • • • •• • •••• • • • •• • • •• • • • SEQ = 489099 REV. 15.01.01 C.0610.23 SCALE =1.0000 • • • • •• • • • • FLORIDA QUALITY TRUSS TEL: (954)975-3384 FAX: (954) 978-8980 3635 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI ••IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses repute extreme care In fabricating. handling. shipping. Installing and bracing Refer to and follow the latest edition of SCSI (B4lditg Component Safety Information. by TPI and WTCA) for safety practices prior to pefannbg (hese functions. Installers shag provide temporary bracing per SCSI. Unless noted otherw 0. lop chord shall have properly attached structural sheathing end bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections E13, e7 or 810, as applicable. Apply plates to each face 01 truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawing. 160AZ for standard plate positions. ITW 1616retogComponents bed the truss in �ormance with ANSInc. shall not be STP for any daunt from ftisins drawing. y handling, shipping, installation any bracing of Trusses. A old a this droving or ovs: pays Wing Nb dmvirg, Imyataa seaplane of prefeaionol engineering rmenalb0ty solely far the 6110 111M. Th. avlhNay and ua of thle 4,0659 for any structure Is the ..pomilty of the Building Daeiyner per ANSIRPI 1 Seo.2 For more Information see this lob's general notes page and these web .des: ITWBCG: wee .dwbog.com:TPI:woe.1pind.mg;WTCA:wsw.abcinduslry.com: ICC: vrzwlase(.erg TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 5 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE EJACK [ALPINE] [FBC2014Res/TPI-2007) [J5] [161248/1] [TCLL 30.01 [TCDL 15.0] [BCDL 10.0][BCLL 0.0] [DF 1.25][OC 24.0) [NM 1) [SOFFIT 2.0] ===Bearings==[X-Loc][React[[Min Size Req]== [ 0.00)[ 4861[ 159h1(0.13] [ 5.00][ 71)[0.13] EndPts MaxTen 0- 1 40 4- 6 48 5- 7 2- 3 2- 4 1- 2 4- 5 3- 5 0 472 5 208 150 2 [ 5.00)( 1961[0.001 MaxComp AXL BND CSI GLC S Grade 0 0.00 0.06 0.06 21 8 SP SS -71 0.00 0.06 0.06 1 8 SP SS -0 0.00 0.16 0.16 2 4 SP #2 N -478 -=-= Plate Member =-= PLATE MEMBER -112 0.00 0.05 0.05 23 8 SP SS -109 =-=Fictious Member-- SP SS -8 -=-= Plate Member =-=- PLATE MEMBER -29 0.00 0.08 0.08 26 4 SP #2 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node X -Loc Y -Loc Plate Cq JSI Method deflY(L) 0 -1.74 10.42 0.00 L/999 1 0.00 10.86 - - - - 2 0.15 10.75 3 0.15 10.70 4X5(1011 0.80 0.10 4 0.92 11.08 5 0.99 10.65 6 5.00 12.11 7 5.00 10.65 Length 21.52 50.49 48.11 0.50 10.12 2.19 5.34 10.17 Pitch 3.00 3.00 -0.00 -Vert- 5.28 -9.07 -71.88 -0.82 deflY(T) dxL 0.01 L/999 0.00 Brace Plywd Plywd Diaph [STD.AUTO.LOAD]100 24.0011 Repetitive Factors Used: 31 PLF @ -1.8 to 31 @ 4 PLF @ -1.8 to 4 @ 20 PLF @ 0.0 to 20 @ 60 PLF @ -1.8 to 60 @ Brg.# 1 Vert.R= 485.6 # Brg.# 2 Vert.R= 38.5 # Brg.# 3 Vert.R= 195.9 # DF 1.25118M 1] Yes 5.0 [y=15.41( 00] 0.0 5.0 [� 5.1] ( 08 ] [ 5.0 [y=15.4][1000] Hor.R= -0.0# Hor.R= -0.04 Hor.R= 0.0# Plywd Diaph dxT 0.00 [FBC pass #2][0C 24,00][DF 1.25)[NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 5.0 [y=15.4]] 00] 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1][ 00] 20 PLF @ 0.0 to 20 @ 5.0 (y= 5.1)[ 0%] 20 PLF @ 0.0 to 20 @ 5.0 y= 5.11[100%] Brg.# 1 Vert.R= 256.4 # Hor.R= -0.0# Brg.# 2 Vert.R= 70.8 # Hor.R= -0.00 Brg.# 3 Vert.R= 88.4 # Hor.R= 0.0# [MWFRS ASCE Perp/L++])OC 24.00][DF 1.60][NM 1] 0.00 L/999 0.00 L/999 0.00 0.00 Repetitive Factors Used: Yes 0.00 L/999 0.01 L/999 0.00 0.00 -12 PLF @ 0.0 to -12 @ 5.0 [y=10.5][100%] 0.00 L/999 0.01 L/999 0.00 0.00 10 PLF @ -1.8 to 10 @ 0.0 [y=15.411 0%] 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 5.0 [y=15.41[ 0%] 0.00 L/999 0.00 L/999 0.00 0.00 -10 PLF @ 0.0 to -10 @ 5.0 L [y=12.4][100%1 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.111 0%] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1000) Brg.# 1 Vert.R= 98.6 # Hor.R= -3.40 Brg.# 2 Vert.R= -5.2 # Hor.R= -0.011 Brg.# 3 Vert.R= -19.5 # Hor.R= -0.0# [MWFRS ASCE Perp/L+-](OC 24.00][DF 1.60](80 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.51[100%1 10 PLF @ -1.8 to 10 @ 0.0 (y=15.4I1f[ 0%1 10 PLF @ 0.0 to 10 @ 5.0 [y=15.4][ 0%] -10 PLF @ 0.0 to -10 @ 5.0 L [y=12.4][100%] 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1][ 0%] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= 157.9 # Hor.R= -3.4# Brg.# 2 Vert,R= 37.3 # Hor.R= -0.00 Brg.# 3 Vert.R= -2.7 # Hor.R= -0.00 [MWFRS ASCE Perp/L-+][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.0 to -12 @ 5.0 [y=10.51[100%] 10 PLF @ -1.8 to 10 @ 0.0 ((y=15.411 (A] 10 PLF @ 0.0 to 10 @ 5.0 [y=15.411 0%] -43 PLF @ 0.0 to -43 @ 5.0 L [y=12.4](1000] 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1] [ 0%1 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -247.6 # Hor.R= 92.7# Brg.# 2 Vert.R= -4.3 # Hor.R= -0.00 Brg.# 3 Vert.R= -58.8 # Hor.R= -0.08 [MWFRS ASCE Perp/L--)[OC 24.001[DF 1.601[80 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.41[ 081 10 PLF @ 0.0 to 10 @ 5.0 [y=15.41( 0%] -43 PLF @ 0.0 to -43 @ 5.0 L [y=12.41[10001 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1)`` 0%1 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[100%1 Brg.# 1 Vert.R= -188,3 # Hor.R= 92.70 Brg.# 2 Vert.R= 38.2 # Hor.R= -0.0# Brg.# 3 Vert.R= -42.0 # Hor.R= -0.00 [MWFRS ASCE Perp/R++110C 24.00][DF 1.601(00 11 Repetitive Factors Used: Yes - 12 PLF @ 0.0 to -12 @ 5.0 (y=10.51[1000] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.41[ 0%1 10 PLF @ 0.0 to 10 @ 5.0 [y=15.4] [ 0%1 - 27 PLF @ 0.0 to -27 @ 5.0 L [y=12.4][100%] 10 PLF @ 0.0 to 10@ 5.0 [y=5.1]( 08] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1)(100%1 Brg.# 1 Vert.R= -75.1 # Hor.R= 44.9# Brg.# 2 Vert.R= -4.8 # Hor.R= -0.00 Brg.# 3 Vert.R= _39.4 # Hor.R= -0.00 [MWFRS ASCE Perp/R+-][0C 24.00][DF 1.60)[NM Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5111001 10 PLF @ -1.8 to 10 @ 0.0 [y=15.41[ 01 10 PLF @ 0.0 to 10 @ 5.0 [y=15.4][ 01 -27 PLF @ 0.0 to -27 @ 5.0 L [y=12.41[1( 10 PLF @ 0.0 to 10 @ 5.0 )y= 5.1][ 01 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( Brg.# 1 Vert.R= -15.8 0 Hor.R= 44.90 Brg.# 2 Vert.R= 37.7 # Hor.R= -0.04 Brg.# 3 Vert. -R= _22.6 # Hor.R= -0.00 [MWFRS ASCE Perp/R-+][0C 24.00)[DF 1.601180 Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 5.0 [y=10.51[1001 10 PLF @ -1.8 to 10 @ 0.0 [y=15.41[ 01 10 PLF @ 0.0 to 10 @ 5.0 [y=15.4][ 01 -27 PLF @ 0.0 to -27 @ 5.0 L [y=12.41[1( 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1][ 01 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[1( Brg.# 1 Vert.R= -75.1 # Hor.R= 44.94 Brg.# 2 Vert.R= -4.8 # Hor.R= -0.0# Brg.# 3 Vert.R= -39.4 3 # Hor.R= _0 0# [MWFRS ASCE Perp/R--][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 ]y=10.5) j1001 10 PLF @ -1.8 to 10 @ 0.0 [y=15.411 01 10 PLF @ 0.0 to 10 @ 5.0 [y=15.41[ 01 -27 PLF @ 0.0 to -27 @ 5.0 L [y=12.4][1( 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1][ Oi -27 PLF -1.8.o -27 @ 0.0 L [y=11.1][1( Brg.#1rt�h '•-15.88(a(�o.��ii= 44.9# • • prg.# 2 Sert.R= 37.7 # Aof.it7' s -O. 0 •# • • • rg.# 3 iieit.R= • -22.6 # Hor.R. -0.04 •[MWFRS ASCE Plt14+1(01 24. • iftepetitrve Farrit�ors Used: -12 PLF @ 0.0 to -12 @ •••• 10 PLFO• .8R 10 @ •• 10 PLF! x7 10 @ •••• -10 PLF'@ 0.D -Eo -10 @ 10 PLF446.0 to 10 @ • •-10 PLF @ -1.5/: -10 @ • • • • Brg.# 1 Vert.R= -2.3 org,4 2 Vert.R• -4.0 • • •rg.# 3 Vert.R= -3.6• # • • [MWFRS AS`E•Pai1i/(0C 24. • • ie etitive Factors Used: •• •12 PLF •S ?o 12@ 10 PLF 7 •L r too 10 @ 10 PLF @ 0.0 to 10 @ -10 PLF @ 0.0 to -10 @ 10 PLF @ 0.0 to 10 @ -10 PLF @ -1.8 to -10 @ Brg.# 1 Vert.R= 57.1 Brg.# 2 Vert.R= 38.6 # Brg.# 3 Vert.R= 13.2 # AO?[to.rA](NM 1] 46es 00•!4•51 [1001 �.0 [y=15'.41[ 01 5•0•01 •1 I [y412.4][1( 446110•[5.1] ] 01 Horn•1=,•1117.5#[1( Hor.R4, -0.04 Iigri[•:a0,04 0 1 [DF 1.61] (NM 1J 41.0 [y=1/!5][1001 0.0 [y=15.4][ 01 5.0 [y=15.4)[ 01 5.0 L [y=12.41[1( 5.0 [y= 5.11[ 01 0.0 L [y=11.11(1( Hor.R= 17.50 Hor.R= -0.00 Hor.R= 0.04 (MWFRS ASCE Parl-+)(00 24. Repetitive Factors Used: -12 PLF @ 0.0 to -12 @ 10 PLF @ -1.8 to 10 @ 10 PLF @ 0.0 to 10 @ -52 PLF @ 0.0 to -52 @ 10 PLF @ 0.0 to 10 @ -52 PLF @ -1.8 to -52 @ Brg.# 1 Vert.R= -188.6 # Brg.# 2 Vert.R= -6.1 # Brg.# 3 Vert.R= -95.2 # 00])DF 1.60][80 1] Yes 5.0 [y=10.5][100) 0.0 [y=15.4]1 01 5.0 [y=15.4]1 01 5.0 L [y=12.4][1( 5.0 [y= 5.1][ 01 0.0 L [y=11.11[1( Hor.R= 87.50 Hor.R= -0.00 Hor.R= -0.08 [MWFRS ASCE Parl--][01 24. Repetitive Factors Used: 12 PLF @ 0.0 to 12 @ 10 PLF @ -1.8 to 10 @ 10 PLF @ 0.0 to 10 @ -52 PLF @ 0.0 to -52 @ 10 PLF @ 0.0 to 10 @ 00[[DF 1.60110M 1] Yes 5.0 [y=10.5)[100] 0.0 [y=15.4)[ 01 5.0 [y=15.41[ 0] 5.0 L [y=12.41[11 5.0 [y= 5.1][ 0] -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -129.3 # Hor.R= 87.5# Brg.# 2 Vert.R= 36.5 # Hor.R= -0.04 Brg.# 3 Vert.R= -78.4 # Hor.R= -0.04 [MWFRS ASCE PrpD/L+-][OC 24.00][0F 1 60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][1004] 31 PLF @ -1.8 to 31 @ 0.0 y=15.4][ 00] 31 PLF @ 0.0 to 31 @ 5.0 [y=15.4]( 00] -10 PLF @ 0.0 to -10 @ 5.0 L [y-12.4][100%] 20 PLF @ 0.0 to 20 @ 5.0 [0= 5.11f 0%] 36 PLF @ -1.8 to 36 @ 0.0 L (y=11.1][100%1 Brg.# 1 Vert.R= 280.1 # Hor.R= -3.40 Brg.# 2 Vert.R= 55.6 # Hor.R= -0.00 Brg.# 3 Vert.R= 45.8 # Hor.R= 0.04 [MWFRS ASCE PrpD/L--][00 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=15.41[ 0%1 31 PLF @ 0.0 to 31 @ 5.0 [y=15.4][ 041 - 43 PLF @ 0.0 to -43 @ 5.0 L [y=12.4][100%] 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1][ 0%1 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -66.1 # Hor.R= 92.7# Brg.# 2 Vert.R= 56.4 # Hor.R= -0.00 Brg.# 3 Vert.R= 6.5 # Hor.R= 0.00 [MWFRS ASCE PrpD/R+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][100%] 31 PLF @ -1.8 to 31 @ 0.0 ``y=15.4]( 0%] 31 PLF @ 0.0 to 31 @ 5.0 [y=15.4][ 0%] -27 PLF @ 0.0 to -27 @ 5.0 L [y==12.4](100%) 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1][ 0%] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%1 Brg.# 1 Vert.R= 106.4 # Hor.R= 44.98 Brg.# 2 Vert.R= 56.0 # Hor.R= -0.0# Brg.# 3 Vert.R= 25.8 # Hor.R= 0.0# [MWFRS ASCE PrpD/R--][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.41[ 0%] 31 PLF @ 0.0 to 31 @ 5.0 [y=15.41( 0%] - 27 PLF @ 0.0 to -27 @ 5.0 L [y=12.4][100%] 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1]( 0% -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%1 Brg.# 1 Vert.R= 106.4 # Hor.R= 44.94 Brg.# 2 Vert.R= 56.0 # Hor.R= -0.04 Brg.# 3 Vert.R= 25.8 # Hor.R= 0.00 [MWFRS ASCE Pr1D+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 (y=10.51[100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.411[ 00] 31 PLF @ 0.0 to 31 @ 5.0 [y=15.4][ 0%] -10 PLF @ 0.0 to -10 @ 5.0 L [y=12.4][100%1 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1][ 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][100%1 Brg.# 1 Vert.R= 179.3 # Hor.R= 17.54 Brg.# 2 Vert.R= 56.8 # Hor.R= -0.04 Brg.# 3 Vert.R= 61.6 # Hor.R= 0.04 ------------------------ [MWFRS ASCE PrD1--][00 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.51[j10081 31 PLF @ -1.8 to 31 @ 0.0 [y=15.41[ 0%I 31 PLF @ 0.0 to 31 @ 5.0 [y=15.41[ 0%] -52 PLF @ 0.0 to -52 @ 5.0 L [y=12.41[100%1 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1][ 0%] -52 PLF @ -1.8 to -52 @ 0.0 L ]y-11.1]]100%] Brg.# 1 Vert.R= -7.1 # Hor.R= 87.500 Brg.# 2 Vert.R= 54.7 # Hor.R= -0.00 Brg.# 3 Vert.R= -29.9 # Hor.R= -0.00 [C&C ASCE Wind Lt -+][OC 24.00)(0F 1.60][00 1] Repetitive Factors Used: Yes 115 PLF @ 0.0 to -115 @ 1.2 L [y=11.4][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.4][ 0%] -12 PLF @ 0.0 to -12 @ 5.0 [y=10.5][100%] 10 PLF @ 0.0 to 10 @ 1.2 [y=15.4][ 0%] -149 PLF @ -1.8 to -149 @ 0.0 L (y=11.1][1004] 10 PLF @ 1.2 to 10 @ 5.0 [y=15.41[ 0% 10 PLF@ 0.0 to 10@ 5.0 [y=5.1][ 0%1 - 61 PLF @ 1.2 to -61 @ 5.0 L [y=12.41[1004] [C&C ASCE Wind Rt -+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.0 to -12 @ 5.0 [y=10.5][1004] 10 PLF @ -1.8 to 10 @ 2.0 [y=15.41( 0%] -115 PLF @ 2.0 to -115 @ 5.0 L [y=12.41[1004] 10 PLF @ 2.0 to 10 @ 5.0 ]y-15.4[ [ 0%] 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1][ 0%] -61 PLF @ -1.8 to -61 @ 2.0 L (y=11.61[100%1 [C&C ASCE Wind Lt --][0C 24.00][DF 1.601[00 1] Repetitive Factors Used: Yes -115 PLF @ 0.0 to -115 @ 1.2 L [y=11.4][1004] 10 PLF @ -1.8 to 10 @ 0.0 [y=15.411 0%] 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][1004] 10 PLF @ 0.0 to 10 @ 1.2 [y=15.4][ 0%] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1](100%] 10 PLF @ 1.2 to 10 @ 5.0 [y=15.41[ 0%) 10 PLF @ 0.0 to 10 @ 5.0 [y= 5.1]( 0%1 _61 PLF @ 1_2 to -61 @ 5.0 L [y=12_41[100%] [C&C ASCE Wind Rt --](00 24.00][DF 1.60][410 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.51[100%] 10 PLF @ -1.8 to 10 @ 2.0 [y=15.41[ 0%1 -115 PLF @ 2.0 to -115 @ 5.0 L [y=12.4][100%] 10 PLF @ 2.0 to 10 @ 5.0 [y=15.41[ 0%1 10 PLF @ 0.0 to 10 @ 5.0 [p= 5.1][ 0%1 -61 PLF @ -1.8 to -61 @ 2.0 L [y=11.61[100%1 [C&C ASCE Wind Lt--D][OC 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -115 PLF @ 0.0 to -115 @ 1.2 L [y=11.4][100%] 31 PLF @ -1.8 to 31 @ 0.0 [y=15.41[ 0%] 12 PLF @ 0.0 to 12 @ 5.0 [y=10.51[100%] 31 PLF @ 0.0 to 31 @ 1.2 [y=15.41[ 0%] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][100%1 31 PLF @ 1.2 to 31 @ 5.0 [y=15.41[ 0%] 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.1][ 0%1 -61 PLF @ 1.2 to -61 @ 5.0 L [y=12.4][100%1 [C&C ASCE Wind Rt --D][00 24.00]]DF 1.60][00 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 5.0 [y=10.5][100%1 31 PLF @ -1.8 to 31 @ 2.0 [y=15.4][ 0%] -115 PLF @ 2.0 to -115 @ 5.0 L [y=12.4][100%1 31 PLF @ 2.0 to 31 @ 5.0 [y-15.4][ 08] 20 PLF @ 0.0 to 20 @ 5.0 [y= 5.11] 0%1 -61 PLF @ -1.8 to -61 @ 2.0 L [y=11.61[100%] • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) / CJ3 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total Toad. Creep increase factor for dead load is 1.50. R=79# U=40# NAILED LEFT RAKE = 1'8"10 PLT. TYP.-WAVE 1'8" R=399# U=236# RL=71# W=8" (Rigid Surface) DESIGN CRIT=FBC2014RES/TPI-2007 FT/RT=20%(0%)/ 1(0) 3' QTY= 8 TOTAL= 8 R=39# U=4# NAILED 11'7"8 10'6" • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • SEQ = 489105 REV. 15.01.01C.0610.23 SCALE =1.0000 • • • • • • • •• • • • • .[' LORaDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3633 PARK CENTRAL BLVD POMPANO BEACH, FL 33064 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THI8 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses raqu've eldreme care In fabricating, handling, ehlpping, Pistolling and bracing. Refer to and follow the latest edition 8(000) (Bugang Component Safely Infomsallon, by TPI and WTCA) for safety practices prior M �o performing Installers shag provide temporary bracing per SCSI. Unless shag have noted property scathed chord shall have properly aRethed structural sheathing and bottom chord shag have properly atterinstalled rigid SCc ili sections ns shown for permanent lateral restraint of webs of truss and » as shown above and on the Joint Details, unless Ie. dahenvise platas to each face Refer to drawings 160A-2 for standard plate positions. ITVV Brading Components Group Inc slag not be responsible for any deviation from this dnsw.ng, y failure to build the Muse b conformance with 0100751 1. or for handlings shipping, bmla(otion & breong of trusses. A Hal an Ka drnNng a mar papa fWng thla dravdng, Inertia es aateph os of profmlonal inflaming napomlb0ty ally fat Oak deign shown. The aultab)OY and me of Ihla calming for any structure Is the repoe1l0y etas Building Designer pa ANSIrtPI 1 Seel. For more bdormmlon see thbs job's general notes page end these web sites 135/005:vnw.0wbcg.00m;TPI: wvoo.tp6st.org: WTCA wrwv.sbcinduslry.co,n ICC: wwa.Icceele.org TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.0psf 0.0psf 55.Opsf REF DATE 12-22-2016 DRWG O/A LEN. 3 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE JACK [ALPINE][FBC2014Res/TPI-2007][CJ3][161240/]] [TCLL 30.0][TCDL 15.01[BCDL 10.01[BCLL 0.0][DF 1.25][OC 24.0][NM 1][SOFFIT 2,01 ===Bearings==[X-Loc][React][Min Size Req]== [ 0.00][ 399][ 129h][0.13] [ 3.001[ 39][0.13] [ 3.00][ 791[0.00] EndPts MaxTen MaxComp 0- 1 40 0 4- 6 19 -39 5- 7 0 -0 2- 3 458 -385 2- 4 27 -78 1- 2 208 -109 4- 5 67 -5 3- 5 1 -13 AXL BND CSI GLC S Grade 0.00 0.05 0.05 21 8 SP SS 0.00 0.02 0.02 23 8 SP SS 0.00 0.04 0.04 2 4 SP #2 N ---= Plate Member =-= PLATE MEMBER 0.00 0.05 0.05 23 8 SP SS -=-=Fictious Member=-=- SP SS ---= Plate Member =-=- PLATE MEMBER 0.00 0.02 0.02 26 4 SP 42 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node 0 1 2 3 4 5 6 X -Loc -1.74 0.00 0.15 0.15 0.92 0.99 3.00 3.00 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.61 10.65 Plate Cq JSI Method deflY(L) 0.00 L/999 405(A1) 0.80 0.08 0.00 L/999 0.00 L/999 0.00 L/999 0.00 L/999 0.00 L/999 Length Pitch 21.52 3.00 25.76 3.00 24.11 -0.00 0.50 -Vert- 10.12 5.28 2.19 -9.07 5.34 -71.88 10.17 -0.82 deflY(T) dxL 0.01 L/999 0.00 0.00 L/999 0.00 0.00 L/999 0.00 0.00 L/999 0.00 0.00 L/999 0.00 0.00 L/999 0.00 [STD.AUTO.LOAD]10C 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 3.0 [y=14.9][ 0%] 4 PLF @ -1.8 to 4 @ 0.0 y= 5.1][ 0%] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.1]] 0%1 Brace 60 PLF @ -1.8 to 60 @ 3.0 [y=14.9][100%1 Plywd Brg.# 1 Vert.R= 399.1 # Hor.R= -0.00# Plywd Brg.# 2 Vert.R= 20.4 4 Hor.R= -0.04 Diaph Brg.# 3 Vert.R= 78.7 # Hor.R= _0_0# Plywd [FBC pass #2][OC 24.00]]DF 1.25](NM 1) Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 3.0 [y=14.911 0%1 Diaph 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.111[ 0%] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.1][ 03] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.11[100%) Brg.# 1 Vert.R= 194.5 # Hor.R= -0.00 dxT Brg.# 2 Vert.R= 38.6 # Hor.R= -0.00 0.00 Brg.# 3 Vert.R= 40.6 # Hor.R= -0.0# [MWFRS ASCE Perp/L++][0C 24.00][DF 1.601[NM 11 0.00 Repetitive Factors Used: Yes 0.00 -12 PLF @ 0.0 to -12 @ 3.0 [y=10.51[100%1 0.00 10 PLF @ -1.8 to 10 @ 0.0 y=14.9][ 08] 0.00 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9] `` 0%] 0.00 -10 PLF @ 0.0 to -10 @ 3.0 L [y=11.9][100%] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.111 03] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][1006] Brg.# 1 Vert.R= 112.2 # Hor.R= 8.60 Brg.# 2 Vert.R= -4.2 # Hor.R= -0.0# Brg.# 3 Vert.R= -29.5 # Hor.R= -0.00 [MWFRS ASCE Perp/L+-](0C 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=14.9]1 0%1 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9][ Oil -10 PLF @ 0.0 to -10 @ 3.0 L [y=11.9][100%] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.1][ 011 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.11[100%] Brg.0 1 Vert.R= 147.1 # Hor.R= -8.6# Brg.# 2 Vert.R= 19.2 # Hor.R= -0.04 Brg.# 3 Vert.R= -18.0 # Hor.R= -0.0# [MWFRS ASCE Perp/L-+][OC 24.00][DF 1.601[NM 11 Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 3.0 [y=10.5][1008] 10 PLF @ -1.8 to 10 @ 0.0 [y=14.9][ 0%1 10 PLF @ 0.0 to 10 @ 3.0 y=14.91[ 0%1 -43 PLF @ 0.0 to -43 @ 3.0 L [y=11.9][100%] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.1][ 0%] -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -236.2 # Hor.R= 71.40 Brg.# 2 Vert.R= -1.0 # Hor.R= -0.0# Brg.# 3 Vert.R= -4.6 # Hor.R= -0.0# [MWFRS ASCE Perp/L--][0C 24.001(00 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][100%1 10 PLF @ -1.8 to 10 @ 0.0 [y=14,9] [ 0%1 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9](( 0%1 -43 PLF @ 0.0 to -43 @ 3.0 L [y=11.9][100%] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.111 081 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -201.3 # Hor.R= 71.40 Brg.0 2 Vert.R= 22.5 # Hor.R= -0.04 Brg.# 3 Vert.R= 6.9 # Hor.R= -0.04 [MWFRS ASCE Perp/R++][0C 24.00]]DF 1.60] [NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 3.0 [y=10.5][100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=14.91[ 0%] 10 PLF @ 0.0 to 10 @ 3.0 [y=14.91[ 0%] -27 PLF @ 0.0 to -27 @ 3.0 L [y=11.9][100%] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.1][ 0%] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[100%] Brg.# 1 Vert.R= -62.5 # Ho=,R= 31.6# Brg.# 2 Vert.R= -2.6 0 Hor.R= -0.00 Brg.# 3 Vert.R= _17.1 # Hor.R= _0_0# [MWFRS ASCE Perp/R+-](0C 24.001[DF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.51[1001 10 PLF @ -1.8 to 10 @ 0.0 [y=14.91[ 01 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9][ 01 -27 PLF @ 0.0 to -27 @ 3.0 L [y=11.9][1( 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.1][ 04 -27 PLF @ -1.8 to -27 @ 0.0 L (y=11.1](1( Brg.# 1 Vert.R= -27.6 # Hor.R= 31.6# Brg.0 2 Vert.R= 20.B # Hor.R= -0.00 Brg.0 3 Vert.R= -5.7 # Hor.R= -0.04 [MWFRS ASCE Perp/R-+1[OC 24.00J[DF 1.60][NM Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 3.0 [y=10.5][1001 10 PLF @ -1.8 to 10 @ 0.0 [y=14.91[ 01 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9]( 01 -27 PLF @ 0.0 to -27 @ 3.0 L [y=11.9][1( 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.11[ 01 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1]11( Brg.# 1 Vert.R= -62.5 # Hor.R= 31.60 Brg.# 2 Vert.R= -2.6 # Hor.R= -0.0# Brg.# 3 Vert.R= -17.1 # Hor.R= -0.00 [MWFRS ASCE Perp/R--1[00 24.00][DF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][100) 10 PLF @ -1.8 to 10 @ 0.0 [y=14.9][ 01 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9][ 01 -27 PLF @ 0.0 to -27 @ 3.0 L [y=11.91[1( 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.11[ 01 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1( Brg.# 1 Vert.R= -27.6 # Hor.R= 31.64 Brg.# 2e t.gg • • 20.8 # Hor.R= -0.00 • • Brg.# 3;ePt' R • • -5.7 # y4414 • •-0.0# • • •[MWFRS AIM Pari++] Repetitive P•a tlo! • -12PLF@ 070 to 10 PLF @ -10 to 10 PLF @ 0.0 to@•1 •••• 10 PLF:o% •••••• 10 PLF:@ U‘oto -10 PLF @ -1.8 to •Brg.# 1 Sett' • ••••••Brg.# 2 Vert. -•i Brg.0 3 Vert.R= • • :[MWFRS ASCE Pari+-] Repetitit.a.F•otar• • • 12 PLF•@ 0.0 to •••• v 10 PLF10 PLF•@ U4P to @••to -10 PLF 44.0 to 10 PLF @ 0.0 to -10 PLF @ -1.8 to Brg.# 1 Vert.R= Brg.# 2 Vert.R= Brg.# 3 Vert.R= [OC 24.001[001.601[M 11 Used: • • -12 @ 3.0 ty=1a,5] [100 10@•3.O•0.0 ry.1t9][ 0 • 10 @ •2.i' 4 .y 0 5.1)] - 10 @ 0.0101 ty11.1)11 -0.6 # !o!. ! 12.34 -2.2 # 414 ,,-0,06 -2.4 # Hor.R= • -0.04 10C 24,S0j[ii, i01[NM 11 Used: Yes 12 @ 43.0 ;-1.51 [1001 10 @ :04!(?i .91[ 01 10 @ 3.0 [y=1 .9] 01 - 10 @ 3.0 L [y=11.9][1( 10 @ 3.0 (y= 5.11[ 01 -10 @ 0.0 L [y=11.1][1( 34.2 # Hor.R= 12.34 21.2 # Hor.R= -0.00 9.1 # Hor.R= -0.04 [MWFRS ASCE Parl-+][OC 24. Repetitive Factors Used: -12 PLF @ 0.0 to -12 @ 10 PLF @ -1.8 to 10 @ 10 PLF @ 0.0 to 10 @ -52 PLF @ 0.0 to -52 @ 10 PLF @ 0.0 to 10 @ -52 PLF @ -1.8 to -52 @ Brg.# 1 Vert.R= -158.8 # Brg.# 2 Vert.R= -3.2 # Brg.# 3 Vert.R= -40.1 # [MWFRS ASCE Parl--]]0C 29 Repetitive Factors Used: 12 PLF @ 0.0 t0 12 @ 10 PLF @ -1.8 to 10 @ 10 PLF @ 0.0 to 10 @ -52 PLF @ 0.0 to -52 @ 10 PLF @ 0.0 to 10 @ 001(DF1.601114M1] Yes 3.0 [y=10.5][1001 0.0 [y=14.9][ 01 3.0 [y=14.9][ 01 3.0 L [y=11.9][1( 3.0 [y= 5.1][ 01 0.0 L [y=11.1](1( Hor.R= 61.5# Hor.R= -0.0# Hor.R= -0.00 001[00 1.60)1NM 11 Yes 3.0 [y=10.5111001 0.0 1y=14.91[ 01 3.0 [y=14.91[ 01 3.0 L [y=11.9] ['1i 3.0 [y= 5.1][ 01 -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1]I1008] Brg.# 1 Vert.R= -123.9 # Hor.R= 61.5R# Brg.# 2 Vert.R= 20.2 # Hor.R= -0.0# Brg.# 3 Vert.R= -28.7 # Hor.R= -0.08 [MWFRS ASCE PrpD/L+-][0C Repetitive Factors Used: 12 PLF @ 0.0 to 12 @ 31 PLF @ -1.8 to 31 @ 31 PLF @ 0.0 to 31 @ -10 PLF @ 0.0 to -10 @ 20 PLF @ 0.0 to 20 @ 36 PLF @ -1.8 to 36 @ Brg.# 1 Vert.R= 244.0 Brg.# 2 Vert.R= 29.1 24.001[DF 1.60][NM 1] Yes 3.0 [y=10.5][1004] 0.0 [y=l4.9][ 04] 3.0 [y=144y.9][ 041 3.00(4=[5.1]] 0%] 04] 0.0 L (y=11.1]]001004] # Hor.R= -8.6# # Hor.R= -0.0# Brg.# 3 Vert.R= 2.9 # Hor.R= -0.0# [MWFRS ASCE PrpD/L--][OC 24.001 IDE 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][10041 31 PLF @ -1.8 to 31 @ 0.0 (y=14.9][ 0%] 31 PLF @ 0.0 to 31 @ 3.0 [y=14.9]( 0%1 -43 PLF @ 0.0 to -43 @ 3.0 L [y=11.9](1004] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.1][ 081 -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][1004] Brg.8 1 Vert.R= -104.4 # Hor.R= 71.44 Brg.8 2 Vert.R= 32.4 # Ror,R= -0.08 Brg.8 3 Vert.R= 27.8 # Hor.R= -0.08 [MWFRS ASCE PrpD/R+-]]0C 24.00][DF 1.601100 11 Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=14.91( 0%1j 31 PLF @ 0.0 to 31 @ 3.0 [y=14.911 041 -27 PLF @ 0.0 to -27 @ 3.0 L [y=11.9](100%1 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.111 0%] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][10001 Brg.8 1 Vert.R= 69.3 # Hor.R= 31.68 Brg.# 2 Vert.R= 30.7 # Hor.R= -0.08 Brg.# 3 Vert.R= 15.2 # Hor.R= -0.08 [MWFRS ASCE PrpD/R--][0C 24.001IDF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][10041 31 PLF @ -1.8 to 31 @ 0.0 [y=14.91[ 0%1 31 PLF @ 0.0 to 31 @ 3.0 [y=14.911 041 - 27 PLF @ 0.0 to -27 @ 3.0 L [y=11.9][100%] 20 PLF @ 0.0 to 20 @ 3.0 (y== 5.1]] 04] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1008] Brg.# 1 Vert.R= 69.3 # Hor.R= 31.60 Brg.# 2 Vert.R= 30.7 # Ror.R= -0.00 Brg.# 3 Vert.R= 15.2 # Hor.R= -0.04 [MWFRS ASCE Pr1D+-][OC 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 `y=10.51(100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=14.91[ 0%1 31 PLF @ 0.0 to 31 @ 3.0 [y=14.9]1 04] -10 PLF @ 0.0 to -10 @ 3.0 L (y=11.91[100%] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.111 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.111100%) Brg.# 1 Vert.R= 131.1 # Hor.R= 12.38 Brg.# 2 Vert.R= 31.1 # Hor.R= -0.00 Brg.# 3 Vert.R= 30.0 # Hor.R= -0.08 [MWFRS ASCE PID1--][OC 24.001 IDE 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5)[1004] 31 PLF @ -1.8 to 31 @ 0.0 [y=14.9] 0%1 31 PLF @ 0.0 to 31 @ 3.0 [y=14.91[ 041 -52 PLF @ 0.0 to -52 @ 3.0 L [y=11.9][100%] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.1]( 011 - 52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1][1001] Brg.8 1 Vert.R= -27.0 8 Hor.R= 61.54 Brg.# 2 Vert.R= 30.1 # Hor.R= -0.0# Brg.8 3 Vert.R= -7.8 # Hor.R= -0.08 [C&C ASCE Wind Lt -+]]0C 24.00] [DF 1.601[80 1] Repetitive Factors Used: Yes -115 PLF @ 0.0 to -115 @ 1.2 L [y=11.4]11004 10 PLF @ -1.8 to 10 @ 0.0 1y=14.9][ 0%1 -12 PLF @ 0.0 to -12 @ 3.0 ly=10.51[10041 14OLEPLF @ 0-.to to 1-0149 @ 1.2 .= 14y9=]11 .1041 004] 10 PLF @ 1.2 to 10 @ 3.0 [y=14.91j1 04] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.111 01] - 61 PLF @ 1.2 to -61 @ 3.0 L [y=11.9][1004] [C&C ASCE Wind Rt -+][0C 24.00]IDF 1.60]1NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5]11004] 10 PLF @ -1.8 to 10 @ 0.0 [y=14.9][ 01] -115 PLF @ 0.0 to -115 @ 3.0 L [y=11.9](1004] 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9][ 01] 11111:F00 1PLFF0@ 0-10. 8 toto 1188 18@ 300. 0 [ [5y=.11.( 1]0[40 4] [CSC ASCE Wind Lt --110C 24.00]100 1.60][NM 1] Repetitive Factors Used: Yes -115 PLF @ 0.0 to -115 @ 1.2 L [y=11.4](100%] 10 PLF @ -1.8 to 10 @ 0.0 [y=14.9][ 04] 12 PLF @ 0.0 to 12 @ 3.0 [y=10.51(100%1 10 PLF @ 0.0 to 10 @ 1.2 [y=14.9][ 04] - 149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][1004] 10 PLF @ 1.2 to 10 @ 3.0 [y=14.9][ 0%] 10 PLF @ 0.0 to 10 @ 3.0 [y= 5.1(1 04] - 61 PLF @ 1.2 to -61 @ 3.0 L [y_11.91[100%] [CSC ASCE Wind Rt --][0C 24.00][DF 1.60][00 11 Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][1004] 10 PLF @ -1.8 to 10 @ 0.0 [y=14.9]( 04] -115 PLF @ 0.0 to -115 @ 3.0 L [y=11.9][10041 10 PLF @ 0.0 to 10 @ 3.0 [y=14.9][ 04] 1-0 1 LF 8 @ 0-10. 8 1188 18@ 300. 0 [ [5=.11[. 110[40 4] [CSC ASCE Wind Lt--D]]OC 24.00]]DF 1.601[80 1] Repetitive Factors Used: Yes - 115 PLF @ 0.0 to -115 @ 1.2 L [y=11.411100%1 31 PLF @ -1.8 to 31 @ 0.0 [y=14.911 04] 12 PLF @ 0.0 to 12 3.0 [y=10.5](10041j 31 PLF @ 0.0 to 31 @ 1.2 [y=14.9] ( 04] -149 PLF @ -1.8 to -149 @ 0.0 L [y=11.1][100%) 31 PLF @ 1.2 to 31 @ 3.0 [y=14.9]1 0%] 20 PLF @ 0.0 to 20 @ 3.0 [y= 5.1][ 041 - 61 PLF @ 1.2 to -61 @ 3.0 L [y=11.9) [1004] [CSC ASCE Wind Rt--D]]OC 24.00]IDF 1.60][80 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 3.0 [y=10.5][1004] 31 PLF @ -1.8 to 31 @ 0.0 (y=14.9][ 04] -115 PLF @ 0.0 to -115 @ 3.0 L (y=11.9][100%1 31 PLF @ 0.0 to 31 @ 3.0 [y=14.9][ 041 20 PLF @ 0.0 to 20 @ 3.0 [g= 5.111 01] -61 PLF @ -1.8 to -61 @ 0.0 L [y=11.1)[1004] • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) / CJ1 Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS Bot chord 2x4 SP #2 N Lumber value set "136" uses design values approved 1/30/2013 by ALSC LEFT RAKE = 1'8"10 PLT. TYP.-WAVE 1'8" 1010"4 10'6" R=396# U=287# RL=53# W=8" (Rigid Surface) R=11# Rw=14# U=5# NAILED R=-98# Rw=108# U=85# NAILED DESIGN CRIT=FBC2014RESJTPI-2007 FTIRT=20%(0%)/ 1(0) QTY= 8 TOTAL= 8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Toad is 1.50. FLORIDA QUALITY TRUSS MEL: (954) 975-3384 FAX: (954) 978-8980 7638 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 ""WARNIN01"• READ AND FOLLOW ALL NOTES ON THIS DRAWING' "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fahricatbg. handling, shipping, installing and bracing Refer to and follow the latest edition of SCSI (Budding Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shad provide temporary bracing per SCSI. UNess noted otherwise, top chord shed have properly attached structural sheathing and bottom chord shad have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI sections 53,1117 or 810, as applicable. Apply plates to each face A Wes and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A -Z for standard plata positions. ITW Building Components Group Inc. shad not be responsible for any deviation from (60 dravnng, any bracing failure 00 bud Misses. 1nffis N cenferrrance with ANSSTPI 1, or 1m handling, shipping, installation & Awl an this drawing sir aver page dsdrg thi. dmtltg, Mutes of profession.) engineering mponsibmty solely torp• design shown. Th. .uS.b(Ry and us. A W. 11.wng for any .WOMe le the respom@Sty of the Budding Designer per ANSff1Pl 1 Seo.2. For more information see this job's general notes Page and these web sites: ITWBCG: teww.wbtg.corn; TPI: mmetpbretog; WTCA waw.sbevdietry.com; ICC. wwoJ000afe org • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • •• • •••• • • • •• • SEQ = 489103 REV. 15.01.01 C.0610.23 SCALE =1.0000 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.Opsf 0.0psf 55.0psf REF • • • • • • • • • • • • • • • • DATE 12-22-2016 DRWG O/A LEN. 1 DUR.FAC. 1.25 JOB*: 16124N SPACING 24.0" TYPE JACK [ALPINE][FBC2014Res/TPI-2007][CJ1][16124N/I] [TCLL 30.0][TCDL 15.0J[BCDL 10.0][BCLL 0.01[DF 1.25][0C 24.0][NM 1][SOFFIT 2.0] ===Bearings==[X-Loc][React][Min Size Req]== 1 0.00][ 396] [ 166h] [0.13) [ 1.25] [ 17] [0.13] [ 1.251[ 2841[0.00] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 0- 1 40 0 0.00 0.08 0.08 21 8 SP SS 4- 6 69 -31 0.00 0.02 0.02 23 8 SP SS 5- 7 0 -0 0.00 0.01 0.01 25 4 SP 02 N 2- 3 910 -382 -=-= Plate Member =-= PLATE MEMBER 2- 4 143 -80 0.00 0.08 0.08 23 8 SP SS 1- 2 358 -109-=-=Fictious Member=-=- SP SS 4- 5 15 -3 -=-= Plate Member =-=- PLATE MEMBER 3- 5 0 -4 0.00 0.01 0.01 23 4 SP #2 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node 0 1 2 3 4 5 6 7 X -Loc -1.74 0.00 0.15 0.15 0.92 0.99 1.25 1.25 Y -Loc 10.42 10.86 10.75 10.70 11.08 10.65 11.17 10.65 Plate Cq JSI Method deflY(L) 0.01 L/999 405(A1) 0.80 0.08 0.00 L/999 0.00 L/999 0.00 L/999 0.00 L/999 0.00 L/999 Length Pitch 21.52 3.00 4.11 3.00 3.11 -0.00 0.50 -Vert- 10.12 5.28 2.19 -9.07 5.34 -71.89 10.17 -0.82 deflY(T) 0.01 L/999 0.00 L/999 0.00 L/999 0.00 L/999 0.00 L/999 0.00 L/999 dxL 0.00 0.00 0.00 0.00 0.00 0.00 Brace Plywd Plywd Diaph [STD.AUTO.LOAD][OC 24.00J(DF 1.25)190 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 1.3 [y=14.5][ 0%] 4 PLF @ -1.8 to 4 @ 0.0 fy= 5.1][ 0%] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1] [ 0%1 60 PLF @ -1.8 to 60 @ 1.3 (y=14.51[100%) Brg.# 1 Vert.R= 396.0 # Hor.R= -0.00 Brg.# 2 Vert.R= 3.8 8 Hor.R= -0.00 Brg.# 3 Vert.R= _95.8 # Hor.R= -0.00 Plywd [FBC pass #21[01 24.00][20 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ -1.8 to 31 @ 1.3 [y=14.5][ 09] Diaph 4 PLF @ -1.8 to 4 @ 0.0 [y= 5.1]] 09] 20 PLF @ 0.0 to 20 @ 1.3 (y= 5.1]] 06] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1][1001) Brg.# 1 Vert.R= 167.3 # Hor.R= -0.00 Brg.# 2 Vert.R= 11.5 # Hor.R= -0.00 Brg.# 3 Vert.R= -29.1 # Hor.R= 0.0# dxT 0.00 0.00 0.00 0.00 0.00 0.00 [MWFRS ASCE Perp/L++][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.0 to -12 @ 1.3 [y=10.5]1100881 10 PLF @ -1.8 to 10 @ 0.0 [y=14.511 011 10 PLF @ 0.0 to 10 @ 1.3 (y=14.511 08] - 10 PLF @ 0.0 to -10 @ 1.3 L [y=11.41[100%1 10 PLF @ 0.0 to 10@ 1.3 [y=5.1]( 041 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1](100#] Brg.# 1 Vert.R= 159.6 # Hor.R= -13.2# Brg.# 2 Vert.R= -5.0 # Hor.R= -0.0# Brg.# 3 Vert.R= -72.2 # Hor.R= -0.00 [MWFRS ASCE Perp/L+-][0C 24.00][OF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.51(1008] 10 PLF @ -1.8 to 10 @ 0.0 y=14.5][ 0%] 10 PLF @ 0.0 to 10 @ 1.3 [y=14.5][ 0%] -10 PLF @ 0.0 to -10 @ 1.3 L ]y=11.4][100%] 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 0%] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= 173.1 # Hor.R= -13.20 Brg.# 2 Vert.R= 2.7 # Hor.R= -0.00 Brg.# 3 Vert.R= -66.4 # Hor.R= 0.0# [MFRS ASCE Perp/L-+][0C 24.00)[DF 1.60][NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.0 to -12 @ 1.3 [y=10.5]]100%) 10 PLF @ -1.8 to 10 @ 0.0 [y=14.5]1 01) 10 PLF @ 0.0 to 10 @ 1.3 [y=14.5]( 01] -43 PLF @ 0.0 to -43 @ 1.3 L [y=11.4][100%] 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 0%] -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[100%] Brg.# 1 Vert.R= -286.8 # Hor.R= 52.80 Brg.# 2 Vert.R= 3.5 # Hor.R= -0.08 Brg.# 3 Vert.R= 102.1 # Hor.R= -0.08 [MNFRS ASCE Perp/L--](0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 ]y=10.5][1001] 10 PLF @ -1.8 to 10 @ 0.0 (y=14.5][ Os] 10 PLF @ 0.0 to 10 @ 1.3 (y=19.5][ 09) -43 PLF @ 0.0 to -43 @ 1.3 L [y=11.4][100%] 10 PLF @ 0.0 to 10 @ 1.3 (y= 5.1] [ 01] - 89 PLF @ -1.8 to -89 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -273.3 # Hor.R= 52.88 Brg.# 2 Vert.R= 11.2 # Hor.R= -0.00 Brg.# 3 Vert.R= 107.9 # Hor.R= -0.04 --- ------- -------------- [MWFRS ASCE Perp/R++][0C 24.001(DF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 1.3 [y=10.5](100$] 10 PLF @ -1.8 to 10 @ 0.0 y=14.5][ OB] 10 PLF @ 0.0 to 10 @ 1.3 [y=14.5][ 0$] -27 PLF @ 0.0 to -27 @ 1.3 L [y=11.4][100%] 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 0%] - 27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][100%] Brg.# 1 Vert.R= -64.1 # Hor.R= 19.98 Brg.# 2 Vert.R= -0.8 0 Hor.R= -0.04 Brg.# 3 Vert.R= 15.1 # Hor.R= _0_00 [MWFRS ASCE Perp/R+-][0C 24.00]]DF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.5][100+ 10 PLF @ -1.8 to 10 @ 0.0 [y=14.5]( 0) 10 PLF @ 0.0 to 10 @ 1.3 [y=14.5]1 09 -27 PLF @ 0.0 to -27 @ 1.3 L [y=11.41[1( 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 00 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[1( Brg.# 1 Vert.R= -50.6 # Hor.R= 19.9# Brg.0 2 Vert.R= 6.9 # Hor.R= -0.08 Brg.# 3 Vert.R= 20.9 # Hor.R= -0_0# [MWFRS ASCE Perp/R-+J[0C 24.00][DF 1 60][NM Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 1.3 [y=10.51(1001 10 PLF @ -1.8 to 10 @ 0.0 [y=14.5]1 09 10 PLF @ 0.0 to 10 @ 1.3 (y=14:5][ 01 -27 PLF @ 0.0 to -27 @ 1.3 L [y=11.4][1( 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1]( 09 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[1( Brg.# 1 Vert.R= -64.1 # Hor.R= 19.94 Brg.# 2 Vert.R= -0.8 # Hor.R= -0.00 Brg.# 3 Vert.R= 15.1 # Hor.R= -0.08 [MWFRS ASCE Perp/R--][0C 24.00][20 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.5][100( 10 PLF @ -1.8 to 10 @ 0.0 (y=14.5]( 0( 10 PLF @ 0.0 to 10 @ 1.3 [y=14.5]( 09 -27 PLF @ 0.0 to -27 @ 1.3 L (y=11.4][1( 10 PLF @ 0.0 to 10 @ 1.3 (y= 5.1)[ 09 -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1]](1( Brg.# 1 Vert.R= -50.6 # Hor.R= 1.9.9# Brg.# 2 2e�i�R • 6.9 # Hor.R= -0.08 • • Brg.# 3 ert.20.9 # Yar o9• • •-0.0# 4'. •[MNFRS A t!,Part++] [0C 24.001[D11.6Q] [NM 1] Repetitive iliAg Used: •5• • -12 PLF @ 0.0 to -12 @ 1.3 [y=10.5][100) 10 PLF @ -1:t to 10 @ 09 10 PLF•L 0.0 to 10 @ •1? ;5jj[ 09 • •••• • -10 PLF.@• 4.0 to -10 @ •1.3 L [y=21.9][1( • • • • 10 PLF•@ 0446 10 @ •1.3, [y 5'i) ( 00 -10 PLF @ -.8 t$ -10 @ 0.0)4 ell.11[1( • :rg.# 1 /eft.@ • 0.6 # 7.8# • • • • Brg.# 2 Vert.R=• • -0.9 # iio.*► • r0.0# Brg.0 3 Vert.R= -1.0 # Hor.R= • 0.08 • • :(MWFRS ASCE Par]+-] (OC 24.ODOR15•1401[NM 1] Repetitire•FrotaKl#Used: Yes • • 12 PLF•@ 0.0 to 12 @ ¶3 [y 5][1000 •••• :10PLF @.lto 4• 10@409.0•("y 5]] 01 10 PLFr@ 0.d is 10 @ 1.3 [y=14:51[ 09 -10 PLF 0.1.0 is -10 @ 1.3 L [y=11.4][1( 10 PLF @ 0.0 to 10 @ 1.3 [0= 5;1]] 00 -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1](1( Brg.# 1 Vert.R= 14.1 # Hor.R= 7.8# Brg.# 2 Vert.R= 6.8 # Hor.R= -0.0# Brg.# 3 Vert.R= 4.8 # Hor.R= -0.00 [MWFRS ASCE Parl-+][0C 24.001(10 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.0 to -12 @ 1.3 [y=10.511100; 10 PLF @ -1.8 to 10 @ 0.0 (y=14.51( 0 10 PLF @ 0.0 to 10 @ 1.3 [y=14.51( 0`•: -52 PLF @ 0.0 to -52 @ 1.3 L [y=11.4][1( 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 01 -52 PLF @ -1.8 to -52 @ 0.0 L (y=11.1[[1( Brg.# 1 Vert.R= -165.0 # Hor.R= 38.8# Brg.# 2 Vert.R= -0.6 0 Hor.R= =0:08 Brg.# 3 Vert.R= 40.1 0 Hor.R= -0.0# [MWFRS ASCE Parl--][0C 24.00][DF 1.6Q1[NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.51[1001 10 PLF @ -1.8 to 10 @ 0.0 [y=14.5][ 09 10 PLF @ 0.0 to 10 @ 1.3 [y=14.51[ 00 -52 PLF @ 0.0 to -52 @ 1.3 L 1y=11:4](10 10 PLF @ 0.0 to 10 @ 1.3 (y= 5.1][ 00 -52 PLF @ -1.8 to -52 @ 0.0 L [y=11.1[1008] Brg.# 1 Vert.R= -151.5 # Hor.R= 38. # Brg.# 2 Vert.R= 7.1 # Hor.R= -0.04 Brg.# 3 Vert.R= 45.9 # Hor.R= -0.04 (MWFRS ASCE PrpD/L+-1[00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.5][1003] 31 PLF @ -1.8 to 31 @ 0.0 [y=14.511 0%] 31 PLF @ 0.0 to 31 @ 1.3 (y=14.5]1 031 - 10 PLF @ 0.0 to -10 @ 1.3 L [yy=11.4](1003] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1][ 03] 36 PLF @ -1.8 to 36 @ 0.0 L [y=11.1]]1008] Brg.# 1 Vert.R= 263.6 # Hor.R= -13.2# Brg.# 2 Vert.R= 5.4 0 Hor.R= -0.00 Brg.# 3 Vert.R= -85.4 # Hor.R= 0.00 [MWFRS ASCE PrpD/L--][0C 24.00][DF 1.60](NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 ]y-10.5](100%] 31 PLF @ -1.8 to 31 @ 0.0 ]y-14.5]] 08] 31 PLF @ 0.0 to 31 @ 1.3 [y=14.5][ 08] -43 PLF @ 0.0 to -43 @ 1.3 L [g=11.4][1003] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1]] 03] -89 PLF @ -1.8 to -89 @ 0.0 L [y=11.11[100%] Brg.# 1 Vert.R= -182.8 # Hor.R= 52.84 Brg.# 2 Vert.R= 13.8 # Hor.R= -0.00 Brg.# 3 Vert.R= 88.8 # Hor.R= -0.00 [MWFRS ASCE PrpD/R+-][0C 24.00]]DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.5][1008] 31 PLF @ -1.8 to 31 @ 0.0 ]y=14.51[ 0%] 31 PLF @ 0.0 to 31 @ 1.3 [y=14.51[ 0%] - 27 PLF @ 0.0 to -27 @ 1.3 L [y==11.4][100%] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1][ 0%] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.1][1003] Brg.# 1 Vert.R= 39.9 # Hor.R= 19.9# Brg.# 2 Vert.R= 9.6 # Hor.R= -0.04 Brg.0 3 Vert.R= 1.8 # Hor.R= -0.04 [MWFRS ASCE PrpD/R--][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 (y=10.5][100%] 31 PLF @ -1.8 to 31 @ 0.0 €y=14.5][ 08] 31 PLF @ 0.0 to 31 @ 1.3 (y=14.5][ 0%] -27 PLF @ 0.0 to -27 @ 1.3 L [y=11.4][1003] 20 PLF @ 0.0 to 20 @ 1.3 (y= 5.1][ 0%] -27 PLF @ -1.8 to -27 @ 0.0 L [y=11.11[100%] Brg.# 1 Vert.R= 39.9 # Hor.R= 19.90 Brg.# 2 Vert.R= 9.6 # Hor.R= -0.00 Brg.# 3 Vert.R= 1.8 # Hor.R= -0.04 (MWFRS ASCE Pr1D+-][00 24.00][DF 1.60]]NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.5][1003] 31 PLF @ -1.8 to 31 @ 0.0 [y=14.5][ 08] 31 PLF @ 0.0 to 31 @ 1.3 [y=14.5][ 03] -10 PLF @ 0.0 to -10 @ 1.3 L [y=11.4](1008] 20 PLF @ 0.0 to 20 @ 1.3 (y= 5.1][ 0%] -10 PLF @ -1.8 to -10 @ 0.0 L [y=11.1][1003] Brg.# 1 Vert.R= 104.7 # Hor.R= 7.84 Brg.# 2 Vert.R= 9.5 # Hor.R= -0.00 Brg.# 3 Vert.R= -14.3 # Hor.R= -0.00 [MWFRS ASCE Pr01--](0C 24.00](DF 1,60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.0 to 12 @ 1.3 [y=10.5][1008] 31 PLF @ -1.8 to 31 @ 0.0 [y=14.5]ff 081 31 PLF @ 0.0 to 31 @ 1.3 [y=14.5][ 081 - 52 PLF @ 0.0 to -52 @ 1.3 L [yy=-11.4][1008] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1]] 03] - 52 PLF @ -1.8 to -52 @ 0.0 L [y=11.11[100%1 Brg.# 1 Vert.R= -61.0 # Hor,R= 38.884 Brg.# 2 Vert.R= 9.8 # Hor.R= -0.04 Brg.# 3 Vert.R= 26.9 # Hor.R= -0.08 [C&C ASCE Wind Lt -+](0C 24.00)]DF 1.60][NM 1] Repetitive Factors Used: Yes 112 PLF @ 0.0 to -12 @ 1.3 [y=10.5][1003] 10 PLF @ -1.8 to 10 @ 0.0 [y=14.5][ 08] -251 PLF @ -1.8 to -251 @ 0.0 L [y=11.11[1008[ 10 PLF @ 0.0 to 10 @ 1.2 [y=14.5]1 03] 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 03] -176 PLF @ 0.0 to -176 @ 1.2 L [y=11_4][100%] (CSC ASCE Wind Rt -+][00 24.00][OF 1.60][NM 1] Repetitive Factors Used: Yes -176 PLF @ -1.7 to -176 @ 1.3 L (y=11.4][100%] 10 PLF @ -1.7 to 10 @ 1.3 [y=14.5]1 0%1 10 PLF @ 0.0 to 10 @ 1.3 [y= 5.1][ 031 -12 PLF @ 0.0 to -12 @ 1.3 [y=10.5](1003] (CSC ASCE Wind Lt--j[0C Repetitive Factors Used 12 PLF @ 0.0 to 12 @ 10 PLF @ -1.8 to 10 @ -251 PLF @ -1.8 to -251 10 PLF @ 0.0 to 10 @ 10 PLF @ 0.0 to 10 @ -176 PLF @ 0.0 to -176 [CSC ASCE Wind Rt --][00 Repetitive Factors Used -176 PLF @ -1.7 to -176 10 PLF @ -1.7 to 10 @ 10 PLF @ 0.0 to 10 @ 12 PLF @ 0.0 to 12 @ 24.00][DF 1.60][NM 1] Yes 1.3 [y=10.5][1008] 0.0 [y=14.51( 03] @ 0.0 L (y=11.1][1003] 1.2 [y=14.5][ 031 1.3 [y= 5.1]( 08] @ 1.2 L [y=11.4][1003] 24.00][DF 1.60][NM 1] Yes @ 1.3 L (y=11.4][100%] 1.3 [y=14.51[ 08] 1.3 fy= 5.111 08] 1.3 y=10.51[1003] [C&C ASCE Wind Lt--D[[OC 24.00][OF 1.60][NM 1] Repetitive Factors Used: Yes 31 PLF @ -010 to 32 @ 1.3 yy=10.55]jj100%j -251 PLF @ -1.8 to -251 @ 0.0 L [y=11.1][1008] 31 PLF @ 0.0 to 31 @ 1.2 [y=14.51[ 0%) 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.1][ 0%] -176 PLF @ 0.0 to -176 @ 1.2 L [y=11_4][1003] [CSC ASCE Wind Rt --01[0C 24.00]]DF 1.60](NM 11 Repetitive Factors Used: Yes 176 PLF @ 1.7 to 176 @ 1.3 L [y=11.4][100%] 31 PLF @ -1.7 to 31 @ 1.3 (y=14.51[ 08] 20 PLF @ 0.0 to 20 @ 1.3 [y= 5.11] 08] 12 PLF @ 0.0 to 12 @ 1.3 [y=10.51[100%] • • •••r • • • • d • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) / HJ5 Value Set: 13B (Effective 6/1/2013) Top chord 2x8 SP SS Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Hipjack supports 5-0-0 setback jacks with no webs. T in 1 4'2"15 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Special loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC- From 0 psf at -2.46 to 90 psf at -0.11 TC- From 2 psf at -0.11 to 2 psf at 7.01 BC- From 0 psf at -2.46 to 4 psf at -0.11 BC- From 2 psf at -0.11 to 2 psf at 0.00 BC- From 2 psf at 0.00 to 2 psf at 7.01 TC- 157.33 Ib Conc. Load at 4.24 BC- 77.30 Ib Conc. Load at 4.24 Wind loads and reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 1570 2'9"3 R=313# U=169# NAILED LEFT RAKE = 2'4"12 PLT. TYP.-WAVE 2'4"5 R=464# U=214# W=10"9 (Rigid Surface) DESIGN CRIT=FBC2014RESITPI-2007 FTIRT=20%(0%)/ 1(0) QTY= 4 TOTAL= 4 70"2 4 na FLORIDA �..QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARIS CENTRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care b, 'fdabr�1i�c�ating. handling, shippin installing and bracing. Refer to and follow the latest edition of SCSI (BuOAng Component Safety Information, by TPI end WrCA) for safety practices prior to performing these functions. Installers shoe provide temporary bracing per SCSI. Unless noted otherwise, top ohend shell have properly attached abuclurel sheathing and bottom chord shall have a properly attached rid coifing, Locations ahw n for permanent lateral restraint of webs shall have bracing installed per SCSI sections 83, 87 or 810. as applicable. Apply plates to each face of Truss and posui0n as shovel above and on the Joint Details, unless noted otherwise. Reser to drewbrgs 160A.Z for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation from this thawing, any feSure to build the truss In conformance with ANSSTPI 1, or hend3ng, shipping, installation 8 bracing of trusses. Ami an th6 dnvna orMer Pg.hEr%th1. drawing, indicates acceptenos ofprotmlan l enpin..ring reaporn001y tally for the design shown. Th. .uC.bISy and UN of tIda dewing for any .uvelure h the reepeneml ey of the 6u3dlrg Designer per ANBVTPI 1 Sec.2. For more mfornatIon see this lob's general notes page and these web sites'. ITWBCG: eAlw.hwbcg.00rn: TPI: wwwipbrel.og; WICA wvw,sbcmdustry.00m:ICC: vwu.lcceafe.org • • • • • • • • • • •• • R=63# NAILED REV. 15.01.01C.0610.23 TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.0psf 0.0psf 55.0psf 12'1"6 10'6" • • • •• • • • • • •• • • • • • •• • •• • • •• ••• • • • •• • • • • • • • • • • • • • •••• • • • •• • SEQ = 489109 SCALE =0.7500 REF • • • DATE 12-22-2016 DRWG 0/A LEN. 70002 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE HIP_JACK [ALPINE][FBC2014Res/TPI-2007[[015][161249/]] [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25)(0C 24.0][NM 1)[SOFFIT 2.0] ===Bearings==[X-Loc][React][Min Size Req]== [ 0.00]] 464][0.13] [ 7.01)] 63][0.13] [ 7.01)] 313][0.00] EndPts MaxTen MaxComp 0- 1 34 -18 4- 6 54 -34 5- 7 0 0 2- 3 182 -482 2- 4 30 -74 1- 2 64 -122 4- 5 92 0 3- 5 0 -13 AXL BND CSI GLC S Grade 0.00 0.11 0.12 2 8 SP SS 0.00 0.12 0.12 2 8 SP SS 0.00 0.28 0.28 1 4 SP #2 N Plate Member =-= PLATE MEMBER 0.00 0.09 0.09 2 8 SP SS -=-=Fictious Member=-=- SP SS -_-= Plate Member =-_- PLATE MEMBER 0.00 0.11 0.11 1 4 SP #2 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node X -Loc Y -Loc Plate 0 -2.41 10.43 1 0.00 10.86 2 0.15 10.74 3 0.15 10.70 4X5(A1) 0.80 0.11 4 1.30 11.09 5 1.35 10.65 6 7.01 12.10 7 7.01 10.65 Cq JSI Method def1Y]L) 0.00 L/999 0.00 L/999 0.01 L/999 0.01 L/999 0.00 L/999 0.00 L/999 [MOD STD-AUTO-LOAD]]OC 24.00][DF 1.25]]NM 1] Repetitive Factors Used: No 0 PLF @ -2.5 to 4 @ -0.1 (fy= 5.1][ 08] 2 PLF @ 0.0 to 2 @ 7.0 (y= 5.1][ 08] 0 PLF @ -2.5 to 90 @ -0.1 [y=15.4][1009] Length Pitch Brace 2 PLF @ -0.1 to 2 @ 7.0 [y=15.41[ 08] 29.36 2.12 Plywd 2 PLF @ -0.1 to 2 @ 0.0 [y= 5.11[ 08] 69.60 2.12 Plywd 85.81 Lbs. @ 4.2, 15.4 Angle=270 67.91 -0.00 Diaph 71.51 Lbs. @ 4.2, 15.4 Angle=270 0.50 -Vert- 42.16 Lbs. @ 4.2, 5.1 Angle=270 14.42 3.60 Plywd 35.14 Lbs. @ 4.2, 5.1 Angle=270 2.24 -9.54 Brg.# 1 Vert.R= 237.5 # Hor.R= -0.00 5.36 -101.16 Brg.# 2 Vert.R= 36.7 # Hor.R= -0.00 14.46 -0.56 Diaph Brg.# 3 Vert.R= 100.2 # Hor.R= 0.00 deflY(T] 0.00 L/999 0.00 L/999 0.02 L/999 0.02 L/999 0.00 L/999 0.00 L/999 dxL 0.00 0.00 0.00 0.00 0.00 0.00 dxT 0.00 0.00 0.01 0.00 0.00 0.00 [HJ Wind TL Ck][00 24.00][IF 1.25]]NM 1] Repetitive Factors Used: No 0 PLF @ -2.5 to 84 @ 0.0 [y=15.4](1004] 0 PLF @ 0.0 to 150 @ 7.0 [y=15.4][1005] 0 PLF @ 0.0 to 33 @ 7.0 [y= 5.1][ 0%] 58.73 Lbs. @ -2.4, 15.4 Angle=270 34.29 Lbs. @ -2.4, 15.4 Angle=270 Brg.0 1 Vert.R= 464.0 # Hor.R= -0.00 Brg.0 2 Vert,R= 63.3 # Hor.R= -0.00 Brg_# 3 Vert.R= 312.9 # Hor.R= 0.00 [HJ Wind Uplift][0C 24.00][00 1.60][NM 1] Repetitive Factors Used: No 0 PLF @ -2.5 to -57 @ 0.0 [y=15.4](1000) 0 PLF @ -2.5 to 13 @ 0.0 [y=15.41( 00] 0 PLF @ 0.0 to -106 @ 7.0 [y=15.4]]1009] 0 PLF @ 0.0 to 17 @ 7.0 [y=15.4][ 09] 0 PLF @ 0.0 to 17 @ 7.0 [y-= 5.1][ 09] -62.79 Lbs. @ -2.4, 15.4 Angle=270 14.12 Lbs. @ -2.4, 15.4 Angle=270 Brg.# 1 Vert.R= -214.1 # Hor.R= -0.00 Brg.0 2 Vert.R= 28.2 0 Hor.R= -0.04 Brg.# 3 Vert.R= -169.3 # Hor.R= 0.00 [MWFRS.UPLIFT.LOAD][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: No 0 PLF @ -2.5 to 10 @ -0.1 [y=15.411 09] 2 PLF @ 0.0 to 2 @ 7.0 [y= 5.1][ 09] 2 PLF @ -0.1 to 2 @ 7.0 [y=15.4]] 0%] 0 PLF @ -2.5 to -66 @ -0.1 [y=15.4][1009] -80.26 Lbs. @ 4.2, 15.4 Angle=270 -8.48 Lbs. @ 4.2, 5.1 Angle=270 Brg.0 1 Vert.R= -97.8 # Hor.R= -0.00 Brg.# 2 Vert.R= 0.9 0 Hor.R= -0.04 Brg.0 3 Vert.R= -30.5 # Hor.R= 0.00 • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • • • • Job:(16124N) / V4 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 138 (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. 2' -1- 2' 4' 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Toad is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. /R=78plf W=4' (Rigid Surface DESIGN CRIT=FBC2014RES QTY= 1 TOTAL= 1 14'0"12 • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • ••• • • • • • • • • • • •• • •••• • • • •• • i a. • •• • • • • • • • • • • • SEQ = 489174 REV. 15.01.01C.0610.23 SCALE =1.0000 • FLORIDA g� QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses requhe cadmium care in fabricating, handling, shipping. halting and bracing Refer to end follow the latent edition of SCSI (BW@ng Component Safety Information. by TPI and WTCA) for solely Un�lesssnndted' otheo,vdee�top these she a property a etrshall e I sheathitemporary ng an per BCSI c shall have a properly attached rigid ceiling. Location shown for permanent tittered restraint of of webs shaft have bracing Installed per BCSI sections B3, B7 or B1G, as applicable. Apply plates to each face of truss and position ee shorn above and on the Joint Details, unless noted othenviee. Refer to drawings 160A.Z for standard plate positions. ITN Building Components G,eep Inc. shall not be responsible for any deviation from Ihw drawing. any failure to build the Wen in conformance with ANSUrPI 1. or for handling. shipping, installation & basing of losses. Awl en this Crating ea over pays listing this doing, Inmates acceptance of pntess1Mal engineering taspenstb®y solely far the daalyn ehaen. The suitability and no. of thl. awing for any ebuotue Is the mpone5Dly of the Spading Designer par ANSUTPI 1 Seo.2. Por more information see This job's genal notes page end these web saes. ITWBCG: ewwJt0Oeg.com: TPI: w w.tphalorg; MICA www.ebcnduetry.ccm:ICC: www.icotaefe.og TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 4 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE VAL 10 PLF @ 0.0 to 10 @ 4.0 y= 9.1][ 01 [ALPINE][FBC2014Res/TPI-2007][V4][161240/11 12 PLF @ 1.2 to 12 @ 2.0 y=14.4](1001 [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0J[DF 1.25]]OC 24.0][00 1]]SOFFIT 2.0] 12 PLF @ 2.0 to 12 @ 3.8 y=14.11(1001 12 PLF @ 0.2 to 12 @ 1.2 y=14.1](1001 Brg.# 1 Ver.R= 18.8 plf Hor.R= -0.0 pl [STD.AUTO.LOADJ[OC 24.00][DF 1.25][NM 1] ________ --- - - - - __________________ ===Bearings==[X-Loc][React][Min Size Req]== Repetitive Factors Used: Yes [MWFRS ASCE Perp/R-+]]OC 24.00][DF 1.60][NM [ 0.00]( 312][0.131 30 PLF @ 1.2 to 30 @ 2.0 y=17.6 091j Repetitive Factors Used: Yes 30 PLF @ 2.0 to 30 @ 2.8 y=17.6 0%1 10 PLF @ 0.0 to 10 @ 2.0 [y=17.61[ 01 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 30 PLF @ 0.0 to 30 @ 1.2 y= 9.1 091 10 PLF @ 2.0 to 10 @ 2.8 [y=17,6][ 01 0- 1 0 -0 0.00 0.28 0.28 1 4 SP 02 N 34.00 -0.00 Diaph 30 PLF @ 2.8 to 30 @ 4.0 y= 9.1 00] 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1]], 01 20 PLF @ 0.0 to 20 @ 4.0 y= 9.1 09] -12 PLF @ 1.2 to -12 @ 2.0 [y=14.41(1001 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 60 PLF @ 1.2 to 60 @ 2.0 y=17.6 1000] -12 PLF @ 2.0 to -12 @ 3.8 [y=14.11(1001 60 PLF @ 2.0 to 60 @ 2.8 y=17.6 100%1 -12 PLF @ 0.2 to -12 @ 1.2 [y=14.11(1001 Node X -Loc Y -Loc Plate Cq JSI Method deflY(L) deflY(T) dxL dxT 60 PLF @ 0.0 to 60 @ 1.2 y= 9.1 1009] Brg.# 1 Ver.R= 6.6 plf Hor.R= -0.0 p] 0 0.58 14.21 0.00 L/999 0.00 L/999 0.00 0.00 60 PLF @ 2.8 to 60 @ 4.0 y= 9.1 1001] ________________ ___ _ ___ _ _ ______- 1 3.42 14.21 0.00 L/999 0.00 L/999 0.00 0.00 Brg.# 1 Ver.R= 77,9 plf Hcr.R= -0 0 plf [MWFRS ASCE Perp/R--1[0C 24,00][DF 1.60][NM Repetitive Factors Used: Yes [FBC pass 021[00 24.00][DF 1.251[NM 1] 10 PLF @ 0.0 to 10 @ 2.0 [y=17.6 [. 01 Repetitive Factors Used: Yes 10 PLF @ 2.0 to 10 @ 2.8 [y=17.6 [ 01 30 PLF @ 1.2 to 30 @ 2.0 [y=17.6]( 001 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1 [ 01 30 PLF @ 2.0 to 30 @ 2.8 [y=17,6][ 09] 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4 [100i 30 PLF @ 0.0 to 30 @ 1.2 [y= 9.1 1 09] 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1 [1001 30 PLF @ 2.6 to 30 @ 4.0 [y= 9.1 [ 0%1 12 PLF @ 0.2 to 12 @ 1.2 [y=14.1 [1001 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.1 ( 09] Brg.# 1 Ver.R= 18.8 plf Hor.R= -0.0 p1 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.1 [10091 - _-_-_-_------------------__- _-_-____ Brg.# 1 Ver.R= 49.6 plf Hcr.R= -0.0 plf [MWFRS ASCE Parl++][00 24.00][DF 1.60][00 1] [MWFRS ASCE Perp/L++](0C 24.00J[DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=17.611 09] 10 PLF @ 2.0 to 10 @ 2.8 (y=17.61( 09] 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1]1 09] - 12 PLF @ 1.2 to -12 @ 2.0 [y=14.4](1009] - 12 PLF @ 2.0 to -12 @ 3.8 [y=14.1][100%] - 12 PLF @ 0.2 to -12 @ 1.2 (y=14.111100%] Brg.# 1 Ver.R= 6.6 plf Hcr.R= -0.0 pif (MWFRS ASCE Perp/L+-][OC 24.00](DF 1.60)[NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=17.6]1 09 10 PLF @ 2.0 to 10 @ 2.8 (y=17.61[ 03 10 PLF @ 0.0 to 10 @ 4.0 ((0= 9.11] 09 12 PLF @ 1.2 to 12 @ 2.0 [y=14.41[1000 12 PLF @ 2.0 to 12 @ 3.8 (y=14.1[]100% 12 PLF @ 0.2 to 12 @ 1.2 [y=14.1][1009 Brg.# 1 Ver.R= 18.8 plf Hor.R= -0.0 plf Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=17,6]1 01 10 PLF @ 2.0 to 10 @ 2.8 [y=17.6[[ 01 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1)[ 01 -12 PLF @ 1.2 to -12 @ 2.0 [y=14,41[1001 -12 PLF @ 2.0 to -12 @ 3.8 [y=14.11[1001 -12 PL14•044tp -12 @ 1.2 [y=14.11[1001 • • Brg.# 1 er.R= 6.6 plf•Ko•.i=•• -0.0 p3 • • • (MWFRS ASCE Part -] [0C 24.001[1•.601 NM 11 Repetitive ['liters Used: •Yvv • • • • 10 PLF @ 0.0 to 10 @ 2.0 [y=17.6 [ 01 10 PLF @ 2110 to 10 @•2. -15.6 [ 01 10 PLF@. 0.0 to 10 4•4'07y-•:.1 [ 01 •••••• 12 PLF O•..2•tv 12 @•2.0 (y=14.4 [1001 • • • • 12 PL90 240to 12 @ •3!11 '14.1 [1001 12 PLF 0.2 is 12 @ 1 PA.1 (1001 • •Brg.# 1 to !ke •18.8 plf" or. -0.0 p] [MWFRS ASCE Parl-+][OC 24.00][DF 1.60][00 11 • • •Repetitive Fa!tors Used: Yes • [MWFRS ASCE Perp/L-+][0C 24.00](80 1.60][00 1] • • 10 PLF•@ 0.0•to 10 18,2y1.6][ 01 Repetitive Factors Used: Yes 10 PLF•@. v .0•te 10 @ 2.8 [y=17.6][ 01 10 PLF @ 0.0 to 10 @ 2.0 ((y=17.6]][ 09] • •10 PL0•0 0.0 to 10 @ •4. Q Lv= .1][ 01 10 PLF @ 2.0 to 10 @ 2.8 (y=17.6[[ 09] • • • -12 PLF @• •]•Z•to -12 @ ij2'.0 y .4][1001 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.111 •031 • • • -12 PLF•@ 2.0 to -12 @ 3.8 [y=14.11[1001 -12 PLF @ 1.2 to -12 @ 2.0 `y=14.41f100% -12 PLF 048.2 to -12 @ 1.2 [y=14.1][1001 -12 PLF @ 2.0 to -12 @ 3.8 (y=14.1][100%] Brg.# 1 Ver.R= 6.6 plf Hor.R= -0.0 p] -12 PLF @ 0.2 to -12 @ 1.2 [y=14.1][10091 = __ _--- ----------- --- - -----__-_-_- Brg.# 1 Ver.R= 6,6 plf Hor.R= -0.0 plf [MWFRS ASCE Parl--][0C 24.00][DF 1.601[00 1] Repetitive Factors Used: Yes [MWFRS ASCE Perp/L--][00 24.00][DF 1.60][NM 1] 10 PLF @ 0.0 to 10 @ 2.0 [y=17.6][ 01 Repetitive Factors Used: Yes 10 PLF @ 2.0 to 10 @ 2.8 [y=17.6[[ 01 10 PLF @ 0.0 to 10 @ 2.0 [(y=17.611 D9] 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.111 01 10 PLF @ 2.0 to 10 @ 2.8 [y=17.611 091 12 PLF @ 1.2 to 12 @ 2.0 (y=14.4](1001 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1)1 001 12 PLF @ 2.0 to 12 @ 3.8 [y=14.11`1001 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4][100%] 12 PLF @ 0.2 to 12 @ 1.2 (y=14:1.1(1006 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1][100%] Brg.# 1 Ver.R= 18.8 plf Hor.R= -0 0 p] 12 PLF @ 0.2 to 12 @ 1.2 [y=14.11[100%1 Brg.# 1 Ver.R= 18.8 plf Hor.R= - .0 pif [MWFRS ASCE PrpD/L+-](00 29 00][DF 1.60][NM -- - - - - - - - Repetitive Factors Used: Yes [MWFRS ASCE Perp/R++][0C 24.00][DF 1.601[810 1] 30 PLF @ 0.0 to 30 @ 2.0 ]y=17.6] 01 Repetitive Factors Used: Yes 30 PLF @ 2.0 to 30 @ 2.8 [y=17.6] 01 10 PLF @ 0.0 to 10 @ 2.0 [y=17.61( 0%1 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.1] 01 10 PLF @ 2.0 to 10 @ 2.8 [y=17,61( 09] 12 PLF @ 1.2 to 12 @ 2.0 ]y=14.4] 1001 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.11( 0%1 12 PLF @ 2.0 to 12 @ 3.8 [y=14:1] 1001 -12 PLF @ 1.2 to -12 @ 2.0 [y=14.41[100%] 12 PLF @ 0.2 to 12 @ 1.2 (y=14.1] 1001 -12 PLF @ 2.0 to -12 @ 3.8 [y=14.1](1009] Brg.# 1 Ver.R= 37.2 plf Hor.R= -0.0 p] -12 PLF @ 0.2 to -12 @ 1.2 [y=14.11[100%]_- Brg.# 1 Ver.R= 6.6 plf Hor.R= -0.0 plf [MWFRS ASCE PrpD/L--](00 24.00][DE 1.60)[NM Repetitive Factors Used: Yes [MWFRS ASCE Perp/R+-][OC 24.00][DF 1.60][NM 1] 30 PLF @ 0.0 to 30 @ 2.0 [y=17.6]1 01 Repetitive Factors Used: Yes 30 PLF @ 2.0 to 30 @ 2.8 [y=17.611 01 10 PLF @ 0.0 to 10 @ 2.0 [y=17.61) 091 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.11[ 01 10 PLF @ 2.0 to 10 @ 2.8 [y=17.6]1 0%] 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4][1001 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1][100%] 12 PLF @ 0.2 to 12 @ 1.2 [y=14.1][100%] Brg.# 1 Ver.R= 37_2 plf Hor_R= _0_0 plf [MWFRS ASCE PrpD/R+-][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 (y=17.6][ 08] 30 PLF @ 2.0 to 30 @ 2.8 [y=17.6][[ j 0%%j 20 PLF @ 0.0 to 20 @ 4.0 y= 9.111 0 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4][100%] 12 PLF @ 2.0 to 12 @ 3.8 [y=14.11[100%] 12 PLF @ 0.2 to 12 @ 1.2 [y=14.1][100%] Brg.# 1 Ver.R= 37.2 plf Hor.R= -0.0 plf [MWFRS ASCE PrpD/R--][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 [y=17.6][ 08] 30 PLF @ 2.0 to 30 @ 2.8 [y=17.6][ 0%] 20 PLF @ 0.0 to 20 @ 4.0 ly= 9.1]] 08] 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4][100%] 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1][1001/4] 12 PLF @ 0.2 to 12 @ 1.2 [y=14.11[100%] Brg.# 1 Ver.R= 37.2 plf Hor.R= -0.0 plf [MWFRS ASCE Pr1D+-][00 24.00][DE 1.60][NM 1] Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 [y=17.6] [ 08] 30 PLF @ 2.0 to 30 @ 2.8 [y=17.6][ 0%] 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.1][ 0%] 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4][1008] 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1][1008] 12 PLF @ 0.2 to 12 @ 1.2 [y=14.1][1001/4] Brg.# 1 Ver.R= 37.2 plf Hor.R= -0.0 plf [MWFRS ASCE PrD1--][0C 24.00][DF 1.60][NM 1) Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 [y=17.6][ 08] 30 PLF @ 2.0 to 30 @ 2.8 [y=17.6]( 08] 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.1][ 0%] 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4]]100%] 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1][100%] 12 PLF @ 0.2 to 12 @ 1.2 [y=14.11[1008] Brg_# 1 Ver.R= 37.2 plf Hor.R= -0.0 plf [C&C ASCE Wind Lt -+][00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 1.2 to -12 @ 2.0 ]y-14.4]]1008] 10 PLF @ 0.0 to 10 @ 2.8 [y=17.6)[ 08] -12 PLF @ 2.0 to -12 @ 3.8 [y=14.1][100%] 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1][ 0%] -12 PLF @ 0.2 to -12 @ 1.2 [y=14.1][100%] ------------------------ [CdC ASCE Wind Rt -+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 1.2 to -12 @ 2.0 [y=14.4][100%] 10 PLF @ 0.0 to 10 @ 2.8 [y==17.61[ 0%] -12 PLF @ 2.0 to -12 @ 3.8 [y=14.1][100%] 10 PLF @ 0.0 to 10 @ 4.0 [y= 9.1][ 08] -12 PLF @ 0.2 to -12 @ 1.2 ly=14.1][100%] [C&C ASCE Wind Lt --][00 24 Repetitive Factors Used: 12 PLF @ 1.2 to 12 @ 2 10 PLF @ 0.0 to 10 @ 2 12 PLF @ 2.0 to 12 @ 3 10 PLF @ 0.0 to 10 @ 4 12 PLF @ 0.2 to 12 @ 1 .00][DF 1.60][NM 1] Yes 1;11:461110811 .8 [y 17.6) jj [1006] .8 [[y=14.1][100%] [ .2 14.1) [ [100%) [C&C ASCE Wind Rt --][00 24 Repetitive Factors Used: 12 PLF @ 1.2 to 12 @ 2 10 PLF @ 0.0 to 10 @ 2 12 PLF @ 2.0 to 12 @ 3 10 PLF @ 0.0 to 10 @ 4 12 PLF @ 0.2 to 12 @ 1 .00][DF 1.60][NM 1] Yes .0 [y=14.4][10081 .8 [[y=17.6j]j[ 0%] .8 [yy=19.1] [100%) .2 [y=14.1][1001/4] [C&C ASCE Wind Lt --D][00 2 Repetitive Factors Used: 12 PLF @ 1.2 to 12 @ 2 30 PLF @ 0.0 to 30 @ 2 12 PLF @ 2.0 to 12 @ 3 20 PLF @ 0.0 to 20 @ 4 4.00][DF 1.60][00 1] .0e[y=14.4][100%] .8 [y=17.6][ 01/4] .8 [y=1.1]100%) y=9) 12 PLF @ 0.2 to 12 @ 1.2 [y=14_1][100%] [C&C ASCE Wind Rt--D][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 1.2 to 12 @ 2.0 [y=14.4][1008] 30 PLF @ 0.0 to 30 @ 2.8 [y=17.6[( 01/4] 12 PLF @ 2.0 to 12 @ 3.8 [y=14.1][1008] 20 PLF @ 0.0 to 20 @ 4.0 [y= 9.1][ 0%1 12 PLF @ 0.2 to 12 @ 1.2 [y=14.1][100%1 • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) / V8 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. PLT. TYP.-WAVE 4' 3X4(D1 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 3 12 p- e 4X5 4' &3X4(01) • • • • • •• • • •••• • • •••• • • •• • • • • • • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • •„ i13'6"12 •1r•• • • •• • DESIGN CRIT=FBC2014RES/TPI-2707 FTJRT=20%(0%)/ 1(0) QTY= 1 TOTAL= 1 R=111plf U=100p1 (Rigid Surface) W=8' SEQ = 489176 REV. 15.01.01C.0610.23 SCALE =1.0000 •• • • • • • • • •• • • • • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK c1NTRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI *IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require Wreme care In fabricating. handling, ehippyp. Metalling and bracing. Refer to and follow the latest edition of BCSI (Buemng Component Safety Int Ibn, by TPI and WTCA) for safely practices prior to performing Mee functions. Installers shall provide temporary bracing per SCSI Unless noted otherwise, top chord aha) have property attached structural sheathing and bottom chord shall have a properly attached rigid ceidrg. Locations shown for permanent lateral restraint of webs shall have bracing Metalled per BCSI sections B3.137 or B10, as applicable. Apply plates to each face of trues and position as shown above and on the Joint Details, unless noted elhervnse. Refer to drawings 160A4 for standard plate positions. ITW Building Components Group Inc. shall not be responsible for any deviation born this drawing, y failure to build the buss M oonfanmance with ANSI/TPI 1, or for handling, shipping. installation 8 bracing of trusses. A sal en this Stewing al ewer page listing this drawing, Imitates acceptance of professional engineering reepenslb0ty.OWy for the gulp sheen. The suitability and um at this *wino for any Mercier. le M reepone0gty of M Seeding Designer per ANSI/TPI 1 Sea.2. For more information see )rt lob's general notes page and these web exert ITWSCG: VM.1Mbcg.com;TPI:www.Ipinsl.wg;WTCA:www.sbcindustry.com'. ICC. ,wiv.icceafeorg TC LL TC DL BC DL BC LL TOT. LD. 30.Opsf 15.0psf 10.0psf O.Opsf 55.Opsf REF DATE 12-22-2016 DRWG 0/A LEN. 8 DUR.FAC. 1.25 JOB*: 16124N SPACING 24.0" TYPE VAL [ALPINE][FBC2014Res/TPI-2007][V8][16124N/[] [TCLL 30.01[TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.251[0C 24.0](NM 1][SOFFIT 2.0] ===Bearings==[X-LocJ[React][Min Size Reg1== [ 0.00][ 885][ -11h][0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 3- 5 199 -105 0.04 0.14 0.18 1 4 SP #2 N 7-10 199 -105 0.04 0.14 0.18 1 4 SP #2 N 4- 8 144 -170 0.00 0.24 0.25 1 4 SP #2 N 8- 9 144 -170 0.00 0.24 0.25 1 4 SP #2 N 1- 2 9 -15 -=-= Plate Member =-=- PLATE MEMBER 1- 3 171 -125 0.04 0.16 0.20 1 4 SP #2 N 0- 2 0 -0 -=-=Fictious Member=-= SP #2 N 3- 4 139 -102 -_-= Plate Member =-=- PLATE MEMBER 2- 4 131 -166 0.00 0.18 0.18 1 4 SP #2 N 11-12 9 -15 =-= Plate Member =-=- PLATE MEMBER 10-11 171 -125 0.04 0.16 0.20 1 4 SP #2 N 12-13 0 -0 -=-=Fictious Member=-=- SP #2 N 9-10 139 -102 =-= Plate Member =-=- PLATE MEMBER 9-12 131 -166 0.00 0.18 0.18 1 4 SP #2 N 5- 6 199 -101 --=Fictious Member=-=- SP #2 N 6- 7 199 -101 -=-=Fictious Member=-=- SP 02 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 8 233 -284 0.07 21 4 SP #3 4.89 Node 0 1 2 3 4 5 6 9 10 11 12 13 X -Loc 0.00 0.15 0.15 2.33 2.37 4.00 4.00 4.00 4.00 5.63 5.67 7.85 7.85 8.00 Y -Loc 13.56 13.60 13.56 14.00 13.71 14.41 14.41 14.41 13.71 13.71 14.00 13.60 13.56 13.56 Plate Cq JSI Method deflY(L) 0.00 L/999 304(01) 0.80 0.11 0.01 L/999 0.01 L/999 4X5 0.80 0.50 N 0.00 L/999 1.5X4 0.80 0.43 N 304(01) 0.80 0.11 [STD.AUTO.LOAD][OC 24.00][OF 1.251[NM 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 4.0 [y=17.61 00] 31 PLF @ 4.0 to 31 @ 6.8 [y=17.61[ 0%] Length Pitch Brace 30 PLF @ 0.0 to 30 @ 1.2 [y= 8.6] 0%] 20.61 3.00 Plywd 30 PLF @ 6.8 to 30 @ 8.0 [y= 8.6] 08] 20.61 -3.00 Plywd 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.6] 00] 19.57 -0.00 Diaph 60 PLF @ 1.2 to 60 @ 4.0 [y=17.61 1008] 19.57 0.00 Diaph 60 PLF @ 4.0 to 60 @ 6.8 (y=17.6] 1008] 0.50 -Vert- 60 PLF @ 0.0 to 60 @ 1.2 (y= 8.6] 1008] 26.68 2.16 Plywd 60 PLF @ 6.8 to 60 @ 8.0 [y= 8.6] 1008] 1.75 -0.24 Brg.# 1 Ver.R= 110.7 plf Hor,R= -0 0 plf 3.47 -97.48 26.74 0.80 Diaph [FBC pass #2][0C 24.00]]DF 1.25][00 1] 0.50 -Vert- Repetitive Factors Used: Yes 26.68 -2.16 Plywd 31 PLF @ 1.2 to 31 @ 4.0 [y=17.6 [ 0%J 1.75 0.24 31 PLF @ 4.0 to 31 @ 6.8 [y=17.6 ] 08] 3.47 97.48 30 PLF @ 0.0 to 30 @ 1.2 [y= 8.6 [ 0%] 26.74 -0.80 Diaph 30 PLF @ 6.8 to 30 @ 8.0 [y= 8.6 [ 01] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 8.0 (y= 8.6 [ 04] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.6 [1000] Brg.# 1 Ver.R= 70.7 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/L++][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes deflY(T) dxL dxT 12 PLF 9 0.2 to 12 0 7,8 [y=13.6][1008] ----- 10 PLF @ 1.2 to 10 @ 4.0 [y=17.6][ 00] -27 PLF @ 4.0 to -27 @ 6.7 R [y=13.911100%] 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6][ 0%] 0.03 L/999 0.00 0.01 10 PLF @ 4.0 to 10 @ 6.8 [y=17.61( 0%] 0.03 L/999 0.00 0.00 -10 PLF @ 1.3 to -10 @ 4.0 L [y=14.551[1001] 0.00 L/999 0.00 0.00 Brg.# 1 Ver.R= -6.7 plf Hor_R= _1.3 pif 0.00 L/999 0.01 L/999 0.01 L/999 0_00 L/999 0.00 L/999 0.03 L/999 0.03 L/999 0_00 L/999 0.00 0.00 0.00 0.00 [MWFRS ASCE Perp/L+-][0C 24.00][DF 1.601(NM 1] 0.00 Repetitive Factors Used: Yes 0.00 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][1000] 0.00 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61( 0%] 27 PLF @ 4.0 to -27 @ 6.7 R [y=13.9][1000] 0.00 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6]( 01] -10 PLF @ 1.3 to -10 @ 6.8 L y=y=6[.5[ ][0 %] Brg.# 1 Ver,R= 16.8 plf Hor.R= -1.3 pif [MWFRS ASCE Perp/L-+110c 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.2 to -12 @ 7.8 [y=13.61[1000] 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61[ 01] - 27 PLF @ 4.0 to -27 @ 6.7 R [y=13.91[10001 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6]( 0%] 10 PLF @ 4.0 to 10 @ 6.8 (y=17.6[] 0%] - 43 PLF @ 1.3 to -43 @ 4.0 L (y=14.51[1091 Brg.# 1 Ver.R= -17.3 pif Hor.R= 1.3 p1f [MWFRS ASCE Perp/L--][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 (y=13.6][1001] 10 PLF @ 1.2 to 10 @ 4.0 y=17.6][ 08] - 27 PLF @ 4.0 to -27 @ 6.7 R [y=13.9][100%] 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6]1 0%] 10 PLF @ 4.0 to 10 @ 6.8 (y=17.6]1 0%] - 43 PLF @ 1.3 to -43 @ 4.0 L [y=14.51[1000] Brg.# 1 Ver.R= 6.2 plf Hor.R= 1.3 plf [MWFRS ASCE Perp/R++1fOC 24.00][DF 1,60][00 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 7.8 [y=13.6][100%] 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61[ 00] - 10 PLF @ 4.0 to -10 @ 6.7 R [y=13.91[100%] 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6]] 03] 10 PLF @ 4.0 to 10 @ 6.8 (y=17.6][ 01] - 27 PLF @ 1.3 to -27 @ 4.0 L [y=14.5][1000] Brg.# 1 Ver.R= -6.7 plf Hor.R= 1.3 plf [MWFRS ASCE Perp/R+-][OC 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13,6][100%] 10 PLF @ 1.2 to 10 @ 4.0 [y=17.6][ 0%] - 10 PLF @ 4.0 to -10 @ 6.7 R [y=13.91[1( 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6][ Oi 10 PLF @ 4.0 to 10 @ 6.8 [y=17.6][ 01 -27 PLF @ 1.3 to -27 @ 4.0 L ]y=14.5][1( Brg.# 1 Ver.R= 16.8 plf Hor.R= 1.3 p] [MWFRS ASCE Perp/R-+][00 24.00][DF 1.60][00 Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 7.8 [y=13.6][1004 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61[ 04 - 43 PLF @ 4.0 to -43 @ 6.7 R [y=13.91[1( 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.61] 08 10 PLF @ 4.0 to 10 @ 6.8 [y=17.61[ 0] -27 PLF @ 1.3 to -27 @ 4.0 L [y=14.5][1( Brg.# 1 Ver.R= -17.3 plf Hor.R= -1.3 p1 [MWFRS ASCE Perp/R--][01 24.00]]DF 1 601[00 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.61[1001 10 PLF @ 1.2 to 10 @ 4.0 [y=17.6)[ 01 -43 PLF @ 4.0 to -43 @ 6.7 R [y=13.91[1( 10 PLF @ 0.0 to 10 @ 8.0 ]y= 8.6]] 01 10 PLF @ 4.0 to 10 @ 6.8 [y=17.61[ 01 -27 PLF @ 1.3 to -27 @ 4.0 L [y=14.5111( Brg.# 1 Ver.R= 6.2 plf Hor.R= -1.3 p] ]MWFRS ASCE Parl++][01 24.00][DF 1.60][00 11 Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 7.8 [y=13.6][100( 10 PLF @ 1.2 to 10 @ 4.0 [y=17.6]] Oi -10 PLF @ 4.0 to -10 @ 6.7 R [y=13.9][1( 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.61( 08 10 PLF @ 4.0 to 10 @ 6.8 [y=17.61[ 01 -10 PLR,@ 1.3•to -10 @ 4.0 L [y=14.5][1( Brg.# 1 dial • •-1.3 pl -0.0 ] • • • • :[MWFRS AiGi Pari+ -][OC 24.00][Di 1.60][NM 11 Repetitile Mctoo! Used: yg • • 12 PLF•@ Auto 12 @ 67787)1.1!.6[ [1001 10 PLF @ to 10 @ •4.0 [y=11.61[ 01 -10 PLF @ 4.0 to -10 @ •6wi Po$y113.9[[14 •••• 10 PLF•@' ,O OR2p 10 @ •8.0 [y= !.6][ 04 •••••• 10 PLF:@ 4;ig 10 @•6.81,1017.6][ Oi -10 PLF @ 1.3 to -10 @ 4.(i L [y.14.5][1( Brg.# 1 4114A= '22.2 plf•HDi!!' -0.0 p] [MWFRS ASCE Pari' -T] [0C 24.11V1!0][NM 11 •Re etitive Factors Used: Yes • • -12 PLF @ 0.2 to -12 @ 7 8 �v•�i.6][1001 • 10 PLF j..�a 10 @ •4.0•5/117.61( 0) • • -29 PLF•@ 4.0 to -29 @ 46.7 R [y4113.91[1( • • • 10 PLF @ 0.0 to 10 @ 181F01, .6] [ 01 • • • 10 PLF•@• ct % 10 @ •6,8 [y=1 .6][ Oi -29 PLF @• j. ti -29 @ 4.0 L. [y=14.5][1( Brg.# 1 Ver.R= -13.5 plf Hor.R= -0.0 p] [MWFRS ASCE Parl--][00 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][1004 10 PLF @ 1.2 to 10 @ 4.0 [y=17.6][ 08 -29 PLF @ 4.0 to -29 @ 6.7 R [y=13.9][1( 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6][ 04 10 PLF @ 4.0 to 10 @ 6.8 [y=17.61[ 04 -29 PLF @ 1.3 to -29 @ 4.0 L jy=i4.51[1( Brg.0 1 Ver.R= 10.0 plf Hor.R= -0.0 p] [MWFRS ASCE PrpD/L+-](00 24.00][DF.1 601.[NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 (y=13.6]-[1001 31 PLF @ 1.2 to 31 @ 4.0 [y=17.61[ 01 -27 PLF @ 4.0 to -27 @ 6.7 R•[y=13:9][1( 20 PLF @ 0.0 to 20 @ 8.0 ]y= 8.6][ 08 31 PLF @ 4.0 to 31 @ 6.8 Iy=17-:611 04 -10 PLF @ 1.3 to -10 @ 4.0 L [y=14.5][1( Brg.# 1 Ver.R= 41.4 plf Hor.R= [MWFRS ASCE PrpD/L--][00 24.001[IF'1 60][00 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6]11004 31 PLF @ 1.2 to 31 @ 4.0 [y=17.61( 04 -27 PLF @ 4.0 to -27 @ 6.7.R. [Y=113.91[11' 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.6]] 04 • • • 31 PLF @ 4.0 to 31 @ 6.8 [p=17.61[ 0%] -43 PLF @ 1.3 to -43 @ 4.0 L [y-14.51[100%1 Brg.# 1 Ver.R= 30.8 plf Hor.R= 1.3 plf (MWFRS ASCE PrpD/R+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 (y=13.61(10011 31 PLF @ 1.2 to 31 @ 4.0 [y=17.6][ 01] - 10 PLF @ 4.0 to -10 @ 6.7 R [y=13.9][100%] 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.611 011 31 PLF @ 4.0 to 31 @ 6.8 [y=17.6]( 01] -27 PLF @ 1.3 to -27 @ 4.0 L [y=14.5][100%] Brg.# 1 Ver.R= 41.4 plf Hor.R= 1.3 plf [MWFRS ASCE PrpD/R--][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.61(100%1 31 PLF @ 1.2 to 31 @ 4.0 [y=17.6]1 01] -43 PLF @ 4.0 to -43 @ 6.7 R [y=13.91[100%] 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.6][ 0%] 31 PLF @ 4.0 to 31 @ 6.8 [y=17.61[ 011 -27 PLF @ 1.3 to -27 @ 4.0 L [y=14.5][1001] Brg.# 1 Ver.R= 30.8 plf Hor.R= -1.3 plf [MWFRS ASCE Pr1D+-][00 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][1001] 31 PLF @ 1.2 to 31 @ 4.0 [y-17.6]][ 01 - 10 PLF @ 4.0 to -10 @ 6.7[[R [y=13.91[100%) 311 PLF @ 4.0 to 31 @ 6.8 [17.6][ 01] - 10 PLF @ 1.3 to -10 @ 4.0 L [y=14.51[1001] Brg.# 1 Ver.R= 46.8 plf Hor,R= 0.0 plf (MWFRS ASCE PrD1--][0C 24.00](DF 1.60][N84 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][100%1 31 PLF @ 1.2 to 31 @ 4.0 (y=17.61( 01 -29 PLF @ 4.0 to -29 @ 6.7[R [y=133.91[10001] 011 31 PLF @ 4.0 to 311 @ 6.8 (y=197.6] 1 0%1 -29 PLF @ 1.3 to -29 @ 4.0 L [y=14.5]1100%] Brg.# 1 Ver.R= 34.6 plf Hor.R= -0.0 plf [CSC ASCE Wind Lt -+][00 24.00]]OF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 7.8 [y=13.6][1001) 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61[ 01] - 104 PLF @ 4.0 to -104 @ 6.7 R [y=13.9][1001 10 PLF @ 4.0 to 10 @ 6.8 [y=17.6]( 01] 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.61] 01] -104 PLF @ 1.3 to -104 @ 4.0 L [y=14.5][100% [C&C ASCE Wind Rt -+][00 24.00]]DF 1.60] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 7.8 [y=13.6]1 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61[ -104 PLF @ 4.0 to -104 @ 6.7 R [y=13. 10 PLF @ 4.0 to 10 @ 6.8 [y=17.6][ 10 PLF @ 0.0 to 10 @ 8.0 (y= 8.6][ -104 PLF @ 1.3 to -104 @ 4.0 L [y=14. [CSC ASCE Wind Lt --]100 Repetitive Factors Used 12 PLF @ 0.2 to 12 @ 10 PLF @ 1.2 to 10 @ -104 PLF @ 4.0 to -104 10 PLF @ 4.0 to 10 @ 10 PLF @ 0.0 to 10 @ -104 PLF @ 1.3 to -104 [0M 1] 1011 901[1001] ] 01] 51(100%1 24.00] [DF 1.60] [NM 11 Yes 7.8 [y=13.6][1001] 4.0 [y=17.6]] 01) 8 6.7 R (y=11.9][1001] 6.8 ]y47.6]] [[ 0%] 6.0 [y= 8,61[ 0%] @ 4.0 L [y=14.5][100%] [CSC ASCE Wind Rt --][00 24.00][DF 1.60][00 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][100%] 10 PLF @ 1.2 to 10 @ 4.0 [y=17.61( 0%) -104 PLF @ 4.0 to -104 @ 6.7 R [y=13.91[100%1 10 PLF @ 4.0 to 10 @ 6.8 [y=17.6][ 011 10 PLF @ 0.0 to 10 @ 8.0 [y= 8.6][ 01] -104 PLF @ 1.3 to -104 @ 4.0 L [y=14.5][1001] [CSC ASCE Wind Lt--D][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][l00%] 31 PLF @ 1.2 to 31 @ 4.0 [y=17.6][ 01] - 104 PLF @ 4.0 to -104 @ 6.7 R [y=13.9][100%] 31 PLF @ 4.0 to 31 @ 6.8 [y=17.6][ 01] 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.6][ 0%] - 104 PLF @ 1.3 to -104 @ 4.0 L [y=14.5][100%] [CSC ASCE Wind Rt --0][00 24.00][00 1.60][00 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 7.8 [y=13.6][100%] 31 PLF @ 1.2 to 31 @ 4.0 [y=17,6]1 0%1 -104 PLF @ 4.0 to -104 @ 6.7 R [y=13.9][1001) 31 PLF @ 4.0 to 31 @ 6.8 [y=17.6]1 0%] 20 PLF @ 0.0 to 20 @ 8.0 [y= 8.6][ 01] -104 PLF @ 1.3 to -104 @ 4.0 L [y=14.5][1001] • • • • • •• • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • • •••• • • • •• • •••••• • • • • • • • • • • • • • • • • Job:(16124N) / V12 THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 136 (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. i 1 PLT. TYP.-WAVE 6' 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf. wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. 6 DESIGN CRIT=FBC2014RESRPI-2007 FT/RT=20%(0%)/ 1(0) QTY= 1 TOTAL= 1 R=111pIf U=100plf W=12' (Rigid Surface) 13'0"12 • • • • • • • • •• • •• • • • • • •• • • •••••• • • • • • • • •••• • •• • ••• •• • • ••• •• •• • • •• • • • • • • • • • • •• • •••• • • • •• • ( ••• • • • • •• • • • SEQ = 489178 REV. 15.01.01C.0610.23 SCALE =0.5000 • • • • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 •'WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care in fabricating, handling, shipping, installing and bracing Refer to and fallow the tritest edition of BCSI (Buitdmg Component Safety Information, by TPI and WTCA) for safety Unprnless notnottedrto performing these othereriae. lop chord shall have Installer. attached structural sheathing bracing per SCSI. snap have a properly attaches �a Y shown g and int bottom chord rigid teed. 003.870? S10,a applipermaabnt leI Applrpsbestofwebs shall have bracingposition n 00 eh per above 006 =e B3, B7 or 00, as less applicable. Apply plates to each race of Refer t andrdrawings 0e-2foml000, and to the Joint ()dells, unless need otherwise Refer fBdrawings Components Group plate posllions. DIN Bulldog ild the truss Gronf Inc, shall not be respPnsible for any li ng, shipping, from this drawing, any acing ft build the tone m conformance with ANSI/PPM 1. or for handling, ahippirg, Inetellatbn & bracing of trusses. A ml on the drawing or cover prig. Ostlng this toeing, mesio =totems of pro6slonsl .n01014,1:3 mpomlb01y away fat tM design shown. The edibility and us. of ha doing foram structure 6 the ream/4101y of the BUOding Deelgner per ANSVI'PI 1 Sco.2. For more information see this job's general notes page and these web sites. ITWBCG: www,Owbcg.coo; TPI: wuw.tpi ndweg: WTCA; w orw.ebcindusiry.com; ICC: vrrw.lecaafe.org TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.Opsf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 12 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE VAL [ALPINE][FBC2014Res/TPI-2007][V12)[16124N/I] [TCLL 30.0][TCDL 15.0J[BCDL 10.0][BCLL 0.0][DF 1.251[0C 24.0][NM 1][SOFFIT 2.01 ===Bearings==[X-Loc[[React][Min Size Req]== [ 0.00)[ 1329)[ 19h] [0.15) EndPts MaxTen MaxComp AXL BND CSI GLC S 3- 5 660 -363 0.14 0.47 0.61 1 4 7-10 660 -364 0.14 0.47 0.61 1 4 4- 8 398 -597 0.00 0.48 0.48 1 4 8- 9 398 -597 0.00 0.48 0.48 1 4 1- 2 61 -65 -=-= Plate Member =-_- 1- 3 597 -386 0.14 0.20 0.34 1 4 0- 2 0 -0 -=-=Fictious Member= -=- 3- 4 192 -170 -=-= Plate Member =-=- 2- -_2- 4 385 -590 0.00 0.40 0.41 1 4 11-12 61 -65 -=-= Plate Member =-=- 10-11 597 -386 0.14 0.20 0.34 1 4 12-13 0 -0 -=-=Fictious Member= -=- 9-10 192 -170 -_-= Plate Member =-=- 9-12 -=9-12 384 -590 0.00 0.40 0.41 1 4 5- 6 660 -354 -=-=Fictious Member= -=- 6- 7 660 -355 =-=Fictious Member- =- Grade SP #2 N SP#2N SP#2N SP #2 N PLATE MEMBER SP #2 N SP #2 N PLATE MEMBER SP #2 N PLATE MEMBER SP #2 N SP #2 N PLATE MEMBER SP#2N SP #2 N 5P #2 N EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 6- 8 430 -664 0.13 21 4 SP #3 10.89 Node 0 1 2 3 4 5 6 7 8 9 10 12 13 X -Loc 0.00 0.15 0.15 2.33 2.37 6.00 6.00 6.00 6.00 9.63 9.67 11.85 11.85 12.00 Y -Loc 13.06 13.10 13.06 13.50 13.21 14.41 14.41 14.41 13.21 13.21 13.50 13.10 13.06 13.06 Length Pitch 45.35 3.00 45.35 -3.00 43.57 -0.00 43.57 0.00 0.50 -Vert- 26.68 2.16 1.75 -0.24 3.47 -97.48 26.74 0.80 0.50 -Vert- 26.68 -2.16 1.75 0.24 3.47 97.48 26.74 -0.80 0.00 -Vert- 0.00 -Vert- [STD.AUTO.LOADI[0C 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 6.0 y=17.6]( 091 31 PLF @ 6.0 to 31 @ 10.8 y=17.6]( 091 Brace 30 PLF @ 0.0 to 30 @ 1.2 y= 8.1)( 081 Plywd 30 PLF @ 10.8 to 30 @ 12.0 y= 8.1]) 0%J Plywd 20 PLF @ 0.0 to 20 @ 12.0 y= 8.1)[ 0%] Diaph 60 PLF @ 1.2 to 60 @ 6.0 y=17.61[10041 Diaph 60 PLF @ 6.0 to 60 @ 10.8 y=17.61[10081 60 PLF @ 0.0 to 60 @ 1.2 y= 8.1][100%1 Plywd 60 PLF @ 10.8 to 60 @ 12.0 y= 8.11[100%1 Brg.# 1 Ver.R= 110.7 pif Hor_R= -0.0 plf Diaph [FBC pass 8211OC 24.00)[DF 1.25][08 1] Repetitive Factors Used: Yes Plywd 31 PLF @ 1.2 to 31 @ 6.0 [y=17.611 08] 31 PLF @ 6.0 to 31 @ 10.8 [y=17.6]( 0%1 30 PLF @ 0.0 to 30 @ 1.2 [y= 8.1][ 0%1 Diaph 30 PLF @ 10.8 to 30 @ 12.0 [y= 8.1][ 031 20 PLF @ 0.0 to 20 @ 12.0 [y= 8.1]( 0%1 20 PLF @ 0.0 to 20 @ 12.0 [y= 8.1111008] Brg.# 1 Ver.R= 70.7 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/L++][OC 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes Plate Cq JSI Method def1Y(L) deflY(T) dxL dxT 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][1009] ---- 10 PLF @ 1.2 to 10 @ 6.0 [y=17.6][ 0%1 - 27 PLF @ 6.0 to -27 @ 10.7 R [y-13.4[[100%) 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1]( 0%1 3X4(01) 0.80 0.27 0.06 L/999 0.14 L/977 0.01 0.03 10 PLF @ 6.0 to 10 @ 10.6 [y 17.6] 03 0.06 L/999 0.15 L/964 0.00 0.00 -10 PLF @ 1.3 to -10 @ 6.0 L [y=14.][1003] 4X5 0.80 0.61 N 0.00 L/999 0.00 L/999 0.00 0.00 Brg.# 1 Ver.R= -7.9 plf Hcr R= -1.6 plf 1.5X4 0.80 0.80 3X4(01) 0.80 0.27 N 0.00 L/999 0.00 L/999 0.00 0.06 L/999 0.15 L/964 0.00 0.06 L/999 0.14 1/977 0.01 0.00 L/999 0.00 L/999 0.00 [MWFRS ASCE Perp/L+-][0C 24.00)[DF 1.601[NM 1] 0.00 Repetitive Factors Used: Yes 0.00 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][100%] 0.01 10 PLF @ 1.2 to 10 @ 6.0 [y=17.6][ 0%1 -27 PLF @ 6.0 to -27 @ 10.7 R [y=13.41[100%1 0.00 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1][ 09) ---- 10 PLF @ 6.0 to 10 @ 10.8 [y=17.611 03] -10 PLF @ 1.3 to -10 @ 6.0 L [y=14.5][1008] Brg.# 1 Ver.R= 15.9 plf Hcr,R= -1.6 plf [MWFRS ASCE Perp/L-+][00 24.00)[DF 1.60)[NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.2 to -12 @ 11.8 [y=13.1][100%] 10 PLF @ 1.2 to 10 @ 6.0 [y=17.611 0%1 - 27 PLF @ 6.0 to -27 @ 10.7 R [y=13.4][100%%] 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1][ 0%1 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61[ 091 -43 PLF @ 1.3 to -43 @ 6.0 L [y=14.5][1009] Brg.# 1 Ver,R= -20.4 plf Hor.R= 1.5 plf [MWFRS ASCE Perp/L--][0C 24.00][DF 1.60)[NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8y=13.1][100%] 10 PLF @ 1.2 to 10 @ 6.0 [y=17.6][ 09] -27 PLF @ 6.0 to -27 @ 10.7 R [y=13.4][1009] 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1][ 081 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61[ 06] - 43 PLF @ 1.3 to -43 @ 6.0 L [y=14.5][1001] Brg.# 1 Ver.R= 3.4 plf Hor.R= 1.5 plf [MWFRS ASCE Perp/R++][0C 24.00[[DF 1.60][NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.2 to -12 @ 11.8 [y=13.11`1003) 10 PLF @ 1.2 to 10 @ 6.0 jy=17.61( 091 -10 PLF @ 6.0 to -10 @ 10.7 R [y=13.4][100%) 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.11( 08] 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61[ 0%1 - 27 PLF @ 1.3 to -27 @ 6.0 L [y=14.5][100%] Brg.# 1 Ver.R= -7.9 plf Hor.R= 1.6 pif [MWFRS ASCE Perp/R+-1[OC 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1[(1000[ 10 PLF @ 1.2 to 10 @ 6.0 [y=17.61[ 01) -10 PLF @ 6.0 to -10 @ 10.7 R [y=13.4][1( 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1]( 01 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61( 01 -27 PLF @ 1.3 to -27 @ 6.0 L [y=14.5][1( Brg.# 1 Ver.R= 15.9 plf Hor.R= 1.6 pl [MWFRS ASCE Perp/R-+][00 24.00)[IF 1.60][08 Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 11.8 [y=13.1][1005 10 PLF @ 1.2 to 10 @ 6.0 [y=17.6][ 01 -43 PLF @ 6.0 to -43 @ 10.7 R [y=13.4][1( 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1]( 05 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61[ Oi -27 PLF @ 1.3 to -27 @ 6.0 L (y=14.5](1( Brg.# 1 Ver.R= _20.4 plf Hor.R= -1.5 p] [MWFRS ASCE Perp/R--1[0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][1001 10 PLF @ 1.2 to 10 @ 6.0 [y=17.6][ 01 - 43 PLF @ 6.0 to -43 @ 10.7 R [y=13.4][1( 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.11[ 01 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61[ Oi - 27 PLF @ 1.3 to -27 @ 6.0 L [y=14.5](1( Brg.# 1 Ver.R= 3.4 plf Hor.R= -1.5 p] [MWFRS ASCE Parl++][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 11.8 [y=13.11[1001 10 PLF @ 1.2 to 10 @ 6.0•[y=17.611 01 - 10 PLF @ 6.0 to -10 @ 10.7 R (y=13.4][1( 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.1]( 01 10 PLF @ 6.0 to 10 @ 10.8 [y=17.61[ 01 -10 PLF @ 1.3 to -10 @ 6.0 L (y=14.5][1( Brg.# 1 iler.R= • -1.6 plf Hor.R= 0.0 p0 i • • •[MWFRS ASCE Parl+-][0C 2410T[bt1!0][NM 11 • • •Re etitiae•Factars Used: Yes • 12 PLF•@ 4.2 t• 12 @ 11.8 [ •13.11[1001 • 10 PLF•@ 1.14to 10 @ !0• 11.6] [ 05 -10 PLF @ 64 to -10 @ L0.7 R [yi13.4][1( 10 PLF@ OA to 10@i2.0•fry. 4.1][ 01 •••• 10 PLF•@• 6.00to 10 @ 10.8 [y=1.11.61[ 01 • • -10 PLF•@ 1..;14d -10 @ 0 0•Ti t=14.5][1( •••• Brg.# 1 11er.R= 22.2 plfHor•R= • 0.0 pl • • • • • •[ MWFRS ASCE Pa; -:[0C [0C 24. Q0ami ] [NM 11 Repetitive Factors Used: ' es • -12 PLF @ 0.•1 to -12 @ 11.8 [y=13.11[1001 • • • 10 PLF @ 1.2 to 10 @ 6.0 [[y .61[ 01 • • -29 PLF%• L.1 1q, -29 @ t0�7•fi 11°13.41 (1( 10 PLF o 10 @ 7�'.0 [y= 6111 01 • •• • • 10 PLF @ 6.0 to 10 @ M0,80[0011.6[ [ 01 • • • -29 PLF @• !.•r !o -29 @ 46.0 L [y414.51[1( Brq.# 1 leig= -•'t5.9 plf Hor.R= 0.0 p] [MWFRS ASCE Parl--] Repetitive Factors 12 PLF @ 0.2 to 10 PLE @ 1.2 to -29 PLF @ 6.0 to 10 PLF @ 0.0 to 10 PLF @ 6.0 to -29 PLF @ 1.3 to Erg.# 1 Ver.R= [0C 24.00}[DF 1.60][NM 1] Used: Yes 12 @ 11.8 [y=13.1][1001 10 @ 6.0 [y=17.61[ 05 -29 @ 10.7 R [y=13.4][1( 10 @ 12.0 [y= 8.1][ 05 10 @ 10,8.[y=17.,.6]1]. 05 -29 @ 6.0 L [y=14.5][1( 7.9 plf Hor.R= - ....0.0 p] [MWFRS ASCE PrpD/L+-][0C 24.00][DF-1:60][NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 (y=13.1]11001 31 PLF @ 1.2 to 31 @ 6.0 [y=17.61[ 05 -27 PLF @ 6.0 to -27 @ 10.7 R [y=13.4][1( 20 PLF @ 0.0 to 20 @ 12.0 (y 8.11( 01 31 PLF @ 6.0 to 31 @ 10.8 [y=17.61[ 01 - 10 PLF @ 1.3 to -10 @ 6,0 1..[y=.14..51[1( Brg.# 1 Ver.R= 42.5 plf Hor.R= -1.6 p0 [MWFRS ASCE PrpD/L--][0C 24.00[[DF 1.601[NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.11[1005 31 PLF @ 1.2 to 31 @ 6.0,.[y=17.611,_01 -27 PLF @ 6.0 to -27 @ 10.7 R'[y=13.4]11( 20 PLF @ 0.0 to 20 @ 12.0 [y= 8.111 04 31 PLF @ 6.0 to 31 @ 10.8 [p=17,6]1 0%] - 43 PLF @ 1.3 to -43 @ 6.0 L [y=14.51[1000] Brg.# 1 Ver.R= 30.0 plf Hor.R= 1.5 plf [MWFRS ASCE PrpD/R+-110C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1](100%] 31 PLF @ 1.2 to 31 @ 6.0 [y=17.6]]( 0%] -10 PLF @ 6.0 to -10 @ 10.7 R [y=13.41[100%] 20 PLF @ 0.0 to 20 @ 12.0 [y= 8.1)[ 01] 31 PLF @ 6.0 to 31 @ 10.8 [g=17.61[ 00] -27 PLF @ 1.3 to -27 @ 6.0 L [y=14.5][1004] Brg.# 1 Ver.R= 42.5 plf Hor.R= 1.6 plf [MWFRS ASCE PrpD/R--][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][100%] 31 PLF @ 1.2 to 31 @ 6.0 [y=17.61( 00] -43 PLF @ 6.0 to -43 @ 10.7 R (y=13.4]]100%] 20 PLF @ 0.0 to 20 @ 12.0 [y= 8.1]( 0%1 31 PLF @ 6.0 to 31 @ 10.8 [y=17.61[ 00] - 27 PLF @ 1.3 to -27 @ 6.0 L [y=14.5][1000] Brg.# 1 Ver.R= 30.0 plf Hor.R= -1.5 plf [MWFRS ASCE Pr1D+-][0C 24.00][DF 1.60]]NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][100%1 31 PLF @ 1.2 to 31 @ 6.0 [y=17.6][ 0%] - 10 PLF @ 6.0 to -10 @ 10.7 R (y=13.41[100%1 20 PLF @ 0.0 to 20 @ 12.0 (y= 8.1)1 0%1 31 PLF @ 6.0 to 31 @ 10.8 y=17.611[ 0%1 -10 PLF @ 1.3 to -10 @ 6.0 L [y=14.5][100%] Brg.# 1 Ver.R= 48.8 plf Hor.R= 0.0 plf [MWFRS ASCE PrDl--](0C 24.00][00 1.601[NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][100%] 31 PLF @ 1.2 to 31 @ 6.0 (y=17.61[ 0%] - 29 PLF @ 6.0 to -29 @ 10.7 R [y=13.4][100%] 20 PLF @ 0.0 to 20 @ 12.0 [y= 8.1]( 001 31 PLF @ 6.0 to 31 @ 10.8 [y=17.6]( 0%) -29 PLF @ 1.3 to -29 @ 6.0 L [y=14.51[1000] Brg.# 1 Ver.R= 34.5 plf Hor.R= 0.0 plf [CSC ASCE Wind Lt -+][00 24.001[00 1.601[NM 11 Repetitive Factors Used: Yes -56 PLF @ 9.0 to -56 @ 10.7 R [y=13.41[100%] 10 PLF @ 1.2 to 10 @ 4.2 [y=17.6][ 0%] -92 PLF @ 1.3 to -92 @ 4.2 L [y=14.1][100%) 10 PLF @ 4.2 to 10 @ 6.0 (y=17.6][ 00] -12 PLF @ 0.2 to -12 @ 11.8 (y=13.1](100%1 10 PLF @ 6.0 to 10 @ 9.0 [y=17.61[ 0%1 -92 PLF @ 6.0 to -92 @ 9.0 R [y=13.81[100%] 10 PLF @ 9.0 to 10 @ 10.8 (y=17.61( 0%] 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.11[ 0%] -56 PLF @ 4.2 to -56 @ 6.0 L [y=14.51[10031 (CSC ASCE Wind Rt -+1100 24.001[DF 1.60][NM 11 Repetitive Factors Used: Yes -92 PLF @ 7.8 to -92 @ 10.7 R [y=13.4][100%] 10 PLF @ 1.2 to 10 @ 3.0 [9=17.61( 0%] -56 PLF @ 1.3 to -56 @ 3.0 L [y=13.81[100%] 10 PLF @ 3.0 to 10 @ 6.0 [y=17.61( 00] - 12 PLF @ 0.2 to -12 @ 11.8 ly=13.11[1001] 10 PLF @ 6.0 to 10 @ 7.8 [y=17.61[ 00] - 56 PLF @ 6.0 to -56 @ 7.8 R [y=14.11(10001 10 PLF @ 7.8 to 10 @ 10.8 [y=17.6][ 00] 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.111 0%1 -92 PLF @ 3.0 to -92 @ 6.0 L [y=14.5[[100%] [C&C ASCE Wind Lt --1[0C 24.001[00 1.601(80 11 Repetitive Factors Used: Yes -56 PLF @ 9.0 to -56 @ 10.7 R [y=13.4]]100%1 10 PLF @ 1.2 to 10 @ 4.2 [y=07.6][ 0%1 -92 PLF @ 1.3 to -92 @ 4.2 L [y=14.11[100%1 10 PLF @ 4.2 to 10 @ 6.0 [y=17,6][ 0%] 12 PLF @ 0.2 to 12 @ 11.8 Iy 13.111((100% 10 PLF @ 6.0 to 1280 0 @ 9.0 [y-11.61[ 0%] _-92 PLF @ 6.0 to -92 0 9.0 R [y=13.8][100%] 10 PLF @ 9.0 to 10 @ 10.8 (y=17.6][ 0%) 10 PLF @ 0.0 to 10012.0 [y= 8.11] 0%] - 56 PLF @ 4.2 to 56 @ 6.0 L [y 19.5][100%J [C&C ASCE Wind Rt --1[0C 24.00][DF 1.60][NM 1] RPiF iv. a,8ros Ue10Yes R7 [y=13.4][100%] 10 OLE' 0 1.2 to 18680 0 8 3.0 [99=17.6][ 0%] -56 PLF @ 1.3 to -56 @ 3.0 L [y=13,81[100%[ 10 PLF @ 3.0 to 10 @ 6.0 [y=17.61( 00] 12 PLF @ 0.2 to 12 @ 11.8 [y=13.1][1000] 10 PLF @ 6.0 to 10 0 7.8 [y=17.61( 0%) -56 PLF @ 6.0 to -56 @ 7.8 R [y=14.1][1000] 10 PLF @ 7.8 to 10 @ 10.8 [y=17.61[ 0%1 10 PLF @ 0.0 to 10 @ 12.0 [y= 8.111 0%1 -92 PLF @ 3.0 to -92 @ 6.0 L [y=14.51[100%) -D](00 24.00][DF 1.60][NM 11 Used: Yes - 56 @ 10.7 R [y=13.4](10001 31 @ 4.2 (y=17.61[ 0%1 -92 @ 4.2 L [y=14.11[100%1 31 @ 6.0 [y=17.61[ 00] 12 @ 11.8 y=13.1][100%] 31 @ 9.0 [y=17.61[ 00] - 92 @ 9.0 R [y=13.8][100%1 31 @ 10.8 [y=17,6][ 00] 20@12.0 [y=8.1][ 0%] -56 @ 6.0 L [y=14.51[100%]. (CSC ASCE Wind Lt - Repetitive Factors - 56 PLF @ 9.0 to 31 PLF @ 1.2 to - 92 PLF @ 1.3 to 31 PLF @ 4.2 to 12 PLF @ 0.2 to 31 PLF @ 6.0 to - 92 PLF @ 6.0 to 31 PLF @ 9.0 to 20 PLF @ 0.0 to -56 PLF @ 4.2 to [CSC ASCE Wind Rt - Repetitive Factors -92 PLF @ 7.8 to 31 PLF @ 1.2 to - 56 PLF @ 1.3 to 31 PLF @ 3.0 to 12 PLF @ 0.2 to 31 PLF @ 6.0 to -56 PLF @ 6.0 to 31 PLF @ 7.8 to 20 PLF @ 0.0 to - 92 PLF 0 3.0 to -DUX 24.00][DF 1.60][NM 1] Used: Yes -391280 10.7 R [y=13.41[100%] 3.0 [y=17.6][ 0%] -56 @ 3.0 L (y=13.811100%1 31 @ 6.0 [y=17,6][ 0%] 12 @ 11.8 [y=13.1][100%1 31 @ 7.8 [pp=17.6][ 0%] -56 8 7,8 R [y=19.1][100%] 31 @ 10.8 [y=17.611 00] 180126.0 0 8 12.0["-4,1 [y 8.1] [ 03 92 @ 6.0 f: (y • • • • • •• • • • • •••• • • •• •• • • • • • • • • • • •• • • • • •• • • • • • •• • •• • • • • • •• ••• • • • •• • • • • • • • •• • •• • • • • ••••• • • • • '• • • Job:(16124N) / V16 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. N PLT. TYP.-WAVE 3 12 8' 61.5 =3X4(D1 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 1.50 MWFRS loads based on trusses located at least 15.00 ft. from roof edge. =_4X5 8' 1111.5X4 DESIGN CRIT=FBC2014RESJTPI-2007 FT1510 %(0%)/ 1(0) • • • • • •• • • • • •• • • •••• • • • • • • 3X4(D1) • • 6' QTY= 1 TOTAL= 1 • • • •• • • • • • •• • •• • • • • • •• ••• • • • • • • 12'i"12 ••• •••• • • • R=111pIf U=100pif RL=2/-2pp 1P/V=16• (Rigid Surface) SEQ = 489180 REV. 15.01.010.0610.23 SCALE =0.5000 • •• • • • • ••••• • • • •• • • • • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK CT:MRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING' "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extrema core in fabricating, handling, stdppIng, inaterling and bracing. Refer to and faked the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior otherwise, bg these functions. Installers 0600 provide temporary bracbg per SCSI. Ushall have a properly a edea rigid mem. t. 6o,ro shorn orr structural permanent and int oro uhords shaft have bre erete(06 SCSI sections 63, B7 or 810, 00op500bl tat pl restraint t ofwebsf of truss and p as shownaboveand on the John Details, uNo,o noted 056,0eApply6 plates to each race Refer to drawings 1606.2 for standard plate positions. I7W Bulldog Components Group Ina. shad not be responsible for any deviation from this drawing. 8 y fa2ure to build the truss in nfonsan cit with ANSIrtPI 1, or for handling, shipping, installation mbresing of trusses. A ail en this drawing olaova page this arming, indicates .a.ptanet of prolu6on' .n5in wing mponatidtar.dayfor as daisy shown. Thetud.bNry and u.. of Ni. dsewing for any structure Is the napoammly of the Building Da)gner perANSSPP) 1 Sect For more Information au this job's general notes page and these web saes: ITWBCG: vwwltwbog.00m; TPI: ww.v.tpbml.og; WTCA: 0000 06cmduetry.com; ICC: wvw.icosafe.ora TC LL TC DL BC DL BC LL TOT.LD. 30.Opsf 15.0psf 10.Opsf O.Opsf 55.0psf REF DATE 12-22-2016 DRWG O/A LEN. 16 DUR.FAC. 1.25 JOB*: 16124N SPACING 24.0x' TYPE VAL [ALPINE] [FBC2014Res/TPI-2007][V16] [161240/11 [TCLL 30.0][TCDL 15.01[BCDL 10.0](13CLL 0.01 [OF 1.25][0C 24.0)[NM 1][SOFFIT 2.0] ===Bearings==[X-Loc[[React][Min Size Req]== [ 0.00]( 1773][ -27h][0.211 EndPts 3- 5 5- 7 9-12 12-14 4- 6 6-10 10-11 11-13 1- 2 1- 3 0- 2 3- 4 2- 4 15-16 14-15 16-17 13-14 13-16 7- 8 8- 9 MaxTen MaxComp 84 93 20 93 -29 34 -36 47 -56 47 -56 34 -36 21 -39 45 -32 0 -0 61 -12 34 -41 22 -39 45 -33 0 -0 61 -12 34 -41 93 0 93 0 AXL BND CSI GLC S 0.02 0.40 0.42 1 4 0.00 0.40 0.41 1 4 0.00 0.40 0.41 1 4 0.02 0.40 0.42 1 4 0.00 0.12 0.12 2 4 0.00 0.12 0.12 2 4 0.00 0.12 0.12 2 4 0.00 0.12 0.12 2 4 _-= Plate Member =-=- 0.01 0.16 0.16 1 4 -=-=Fictious Member=-=- -_-= Plate Member ==- 0.00 0.13 0.13 1 4 - _= Plate Member =-_- 0.01 0.16 0.16 1 4 -=-=Fictious Member==- - -= Plate Member =-_- 0.00 0.13 0.13 1 4 -=-=Fictious Member=-= -=-=Fictious Member=-=- Grade ember=_- Grade SP #2 N SP #2 N SP #2 N SP #2 N SP #2 N SP #2 N SP #2 N 5P #2 N PLATE MEMBER SP #2 N SP#2N PLATE MEMBER SP #2 N PLATE MEMBER SP#2N SP #2 N PLATE MEMBER SP #2 N SP #2 N SP #2 N Length 20.17 49.91 49.91 20.17 19.57 48.00 48.00 19.57 0.50 26.68 1.75 3.47 26.74 0.50 26.68 1.75 3.47 26.74 0.00 0.00 Pitch 3.00 3.00 -3.00 -3.00 -0.00 -0.00 0.00 0.00 -Vert- 2.16 -0.24 -97.48 0.80 -Vert- -2.16 0.24 97.48 -0.80 - Vert- - Vert- Brace Plywd Plywd Plywd Plywd Diaph Diaph Diaph Diaph (STD.AUTO.LOAD][00 24.00][DF 1,25][00 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 8.0 y=17.6 01 31 PLF @ 8.0 to 31 @ 14.8 y=17.6 0% 30 PLF @ 0.0 to 30 @ 1.2 y= 7.6 01 30 PLF @ 14.8 to 30 @ 16.0 y= 7.6 0% 20 PLF @ 0.0 to 20 @ 16.0 y= 7.6 0% 60 PLF @ 1.2 to 60 @ 8.0 y=17.6 100% 60 PLF @ 8.0 to 60 @ 14.8 y=17.6 100% 60 PLF @ 0.0 to 60 @ 1.2 y= 7.6 100% 60 PLF @ 14.8 to 60 @ 16.0 y= 7.6) 100% Brg.# 1 Ver.R= 110.8 plf Hor.R= -0 0 plf [FBC pass #2][00 24.00] [DF 1.25] [NM 1] Plywd Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 8.0 [y=17.6]1 01] 31 PLF @ 8.0 to 31 @ 14.8 [y=17.611 011 Diaph 30 PLF @ 0.0 to 30 @ 1.2 ((y= 7.611 0%] 30 PLF @ 14.8 to 30 @ 16.0 `y= 7.611 01] Plywd 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.611 011 20 PLF @ 0.0 to 20 @ 16.0 ]y= 7.61[100%] Brg.# 1 Ver.R= 70.8 plf Hcr.R= -0.0 plf [MWFRS ASCE Perp/L++J[OC 24.00][08 1.60][00 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 15.8 (y=12.61[10011 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 10 PLF @ 1.2 to 10 @ 8.0 [y=17.6][ 0%] 5- 6 259 -411 0.08 22 4 SP #3 5.33 -27 PLF @ 8.0 to -27 @ 14.7 R [y=12.9][100%] 8-10 172 -318 0.06 1 4 SP #3 16.89 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.6][ 0%] 11-12 259 -411 0.08 21 4 SP #3 5.33 10 PLF @ 8.0 to 10 @ 14.8 [y=17.6][ 0%1 - 10 PLF @ 1.3 to -10 @ 8.0 L (y=14.5][100%] Node Plate Cq JSI Method deflY(L) deflYIT1 dxL dxT Brg.# 1 Ver.R= -8.5 plf Hor.R= -1.7 plf 1 ---- ----- ---- ----- [MWFRS ASCE Perp/L+-][00 24.00][DF 1,60][80 11 2 0.00 L/999 0.00 L/999 0.00 0.00 Repetitive Factors Used: Yes 3 304(01) 0.80 0.07 0.01 L/999 0.02 L/999 0.00 0.00 12 PLF @ 0.2 to 12 @ 15.8 [y=12.61[10011 4 0.01 L/999 0.02 L/999 0.00 0.00 10 PLF @ 1.2 to 10 @ 8.0 [y=17.611 01] 5 1.5X4 0.80 0.30 N 0.00 L/999 0.00 L/999 0.00 0.00 -27 PLF @ 8.0 to -27 @ 14.7 R [y=12.9][1001] 6 1.5X4 0.80 0.48 N 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.6]( 0%] 7 4X5 0.80 0.57 N 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 8.0 to 10 @ 14.8 [y=17.6]1 0%] 8 ---- ----- ---- ----- ---- ---- -10 PLF @ 1.3 to -10 @ 8.0 L [y=14.5][100%] 9 - Brg.# 1 Ver.R= 15.4 plf Hor.R= -1.7 plf 10 1.5X4 0.80 0.32 N 0.00 L/999 0.00 L/999 0.00 0.00 ----- ----------------------- --- -------------- 11 1.5X4 0.80 0.48 N 0.00 L/999 0.00 1/999 0.00 0.00 [MWFRS ASCE Perp/L-+](0C 24.00][DF 1.60][NM 1] 12 1.5X4 0.80 0.30 N 0.00 L/999 0.00 L/999 0.00 0.00 Repetitive Factors Used: Yes 13 0.01 L/999 0.02 L/999 0.00 0.00 -12 PLF @ 0.2 to -12 @ 15.8 [y=12.6][100%] 14 3041011 0.80 0.07 0.01 L/999 0.02 L/999 0.00 0.00 10 PLF @ 1.2 to 10 @ 8.0 y=17.6]( 0%1 15 ---- ----- ---- ----- ---- ---- -27 PLF @ 8.0 to -27 @ 14.7 R [y=12.9][100%1 16 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.6][ 01] 17 10 PLF @ 8.0 to 10 @ 14.8 [y=17.61( 011 -43 PLF @ 1.3 to -43 @ 8.0 L (y=14.5][100%] Brg.# 1 Ver.R= -21.9 plf Hor.R= 1.7 plf [MWFRS ASCE Perp/L--][0C 24.00][DF 1.601(00 11 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][1001] 10 PLF @ 1.2 to 10 @ 8.0 y=17.6[[ 01] -27 PLF @ 8.0 to -27 @ 14.7 R [y=12.91110011 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.6] [ 01] 10 PLF @ 8.0 to 10 @ 14.8 (y=17.61( 0%] - 43 PLF @ 1.3 to -43 @ 8.0 L [y=14.5][1001] Brg.# 1 Ver.R= 2.0 plf Hor.R= 1.7 plf [MWFRS ASCE Perp/R++][0C 24.001[DE 1.60][NM 11 Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 15.8 [y=12.61(1001] 10 PLF @ 1.2 to 10 @ 8.0 [y=17.6I11 01] -10 PLF @ 8.0 to -10 @ 14.7 R [y=12.91[100%] 10 PLF @ 0.0 to 10 @ 16.0 [8= 7.61[ 011 10 PLF @ 8.0 to 10 @ 14.8 [y=17.61[ 0%] - 27 PLF @ 1.3 to -27 @ 8.0 L (y=14.51[10011 Brg.# 1 Ver.R= -8.5 plf Hor.R= 1.7 plf (MWFRS ASCE Perp/R+-][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][100%] 10 PLF @ 1.2 to 10 @ 8.0 y=17.611 0%] X -Loc 0.00 0.15 0.15 2.33 2.37 3.96 4.00 8.00 8.00 8.00 8.00 12.00 12.04 13.63 13.67 15.85 15.85 16.00 Y -Loc 12.56 12.60 12.56 13.00 12.71 13.40 12.71 14.41 14.41 14.41 12.71 12.71 13.40 12.71 13.00 12.60 12.56 12.56 - 10 PLF @ 8.0 to -10 @ 14.7 R [y=12.9][1( 10 PLF @ 0.0 to 10 @ 16.0 (y= 7.61( 09 10 PLF @ 8.0 to 10 @ 14.8 [y=17.61( Of -27 PLF @ 1.3 to -27 @ 8.0 L (y=14.5][1( Brg.# 1 Ver.R= 15.4 plf Hor.R= 1.7 IA [MWFRS ASCE Perp/R-4-1[0C 24 00)(DF 1.60][NM Repetitive Factors Used: Yes - 12 PLF @ 0.2 to -12 @ 15.8 (y=12.6111005 10 PLF @ 1.2 to 10 @ 8.0 [y=17.6][ 09 -43 PLF @ 8.0 to -43 @ 14.7 R [y=12.9][1( 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.61] OS 10 PLF @ 8.0 to 10 @ 14.8 [y=17.61( OS -27 PLF @ 1.3 to -27 @ 8.0 L [y=14.5][1( Brq_# 1 Ver.R= -21.9 plf Hor.R= -1.7 p] [MWFRS ASCE Perp/R--][0C 24.00][DF 1.601100 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.61[1005 10 PLF @ 1.2 to 10 @ 8.0 [y=17.61[ 05 -43 PLF @ 8.0 to -43 @ 14.7 R (y=12.9][1( 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.611 05 10 PLF @ 8.0 to 10 @ 14.8 [y=17.6][ 09 -27 PLF @ 1.3 to -27 @ 8.0 L [y=14.51[1( Brg.# 1 Ver.R= 2.0 p10 Hor.R= -1.7 p0 [0000S ASCE Par1++](0C 24.00]108 1.601[00 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 15.8 [y=12.6][100( 10 PLF @ 1.2 to 10 @ 8.0 [y=17.6][ OS -10 PLF @ 8.0 to -10 @ 14.7 R [y=12.91[1( 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.6]] 05 10 PLF @ 8.0 to 10 @ 14.8 [y=17.61[ 09 -10 PLF @ 1.3 to -10 @ 8.0 L [y=14.51[1( Brg.# 1 Mer.R= • -1.8 plf Hor.R= 0.0 p] ..,(MWFRS ASE Parl+-](0C 24.0Ot[tl•1;61[NM 1] • • &epetitive•Factars Used: Yes • 12 PLF41 1.2 is 12 @ 15.8 [ /12.6][1005 • 10 PLF'@ 1.'14o 10 @ •840•(71/1.6] ( OS -10 PLF @ 84 to -10 @ 44.7 R [y142.9][1( 10 PLF @ 0.0 to 10 @ 10016(441 i.6][ 09 •••' 10 PLF'@•fl.0tq, 10 @ f4.B ]y=1!.6][ 09 •• ••••-10 PLF; T.,b' -10 @ 4•0.1•`y=14.5][1( Brq.# 1 Ver.R= 22.2 plf Hor.R= • -0.0 p.1 +••-=-=• _ _ _ /••:_ _-_-- '[MWFRS ASCE Pai]r� [0C 24.141J -0,1,V [NM 11 • • • • Repetitive Factors Used: Yes • -12 PLF @ 0.4 to -12 @ 15.8 [7=12.6](1005 • • • 10 PLF @ 1.2 o 10 @ 8 0 6[1 01 • • -29 PLF • gg 'j -29 @ f477•R y 12.9][1( • • 10 PLF 0.0 10 10 @ 116.0 [y= 1011 OS • • • 10 PLF @ 8.0 to 10 @ !8•[4/1? 6]] OS • • •-29 PLF J• i.: -29 @ 48.0 L [y414.5111( Brg.# 1 j(1= 7.1 plf Hor.R= 0.0 p0 [MWFRS ASCE Peri--1[OC 24.00] IDE 1.601[NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.61[1005 10 PLF @ 1.2 to 10 @ 8.0 [y=17.61[ OS -29 PLF @ 8.0 to -29 @ 14.7 R (y=12.9][1( 10 PLF @ 0.0 to 10 @ 16.0 [y= 7.61[ 09 10 PLF @ 8.0 to 10 @ 14.8 [y=17.61( OS -29 PLF @ 1.3 to -29 @• 8.0 L [y 14:51[1( Brg.# 1 Ver.R= 6.8 plf Har.R=_.--0,0 p] [MWFRS ASCE PrpD/L+-][00 24.001]DF 1.601[NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15,8 1y=12.61[1005 31 PLF @ 1.2 to 31 @ 8.0 [y=17.6]1 09 -27 PLF @ 8.0 to -27 8 14.7 R-[y=i2-.9][1( 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.611 OS 31 PLF @ 8.0 to 31 @ 14-.8 [y=17:6]1 09 -10 PLF @ 1.3 to -10 @ 8.0 L [y=14.5][1( Brg.# 1 Ver.R= 43.0 plf Hdf.R= =1:7 p[ (MWFRS ASCE PrpD/L--1[0C 24.081 be 1.b0](NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @. 15.8 [y=12.61[1005 31 PLF @ 1.2 to 31 @ A3.0 ]y=17.6] 1 01 -27 PLF @ 8.0 to -27 8 14.7 R•jy=12.9][11 20 PLF @ 0.0 to 20 @ 16.0 (y= 7.6][ 09 31 PLF @ 8,0 to 31 @ 14.8 [y=17.6][ 04] - 43 PLF @ 1.3 to -43 @ 8.0 L [y=14.5][1008] Brg.# 1 Ver,R= 29.6 plf Hor.R= 1.7 plf [MWFRS ASCE PrpD/R+-](0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][100%1 31 PLF @ 1.2 to 31 @ 8.0 [9=17.61] 0%] - 10 PLF @ 8.0 to -10 @ 14.7 R (y=12.91[1008] 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.6]] 04] 31 PLF @ 8.0 to 31 @ 14.8 [y-17.6][ 0%1 -27 PLF @ 1.3 to -27 @ 8.0 L (y=14.51[1004] Brg.# 1 Ver.R= 43.0 plf Hor.R= 1.7 plf (MWFRS ASCE PrpD/R--][0C 24.00][DF 1.60](NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][100%1 31 PLF @ 1.2 to 31 @ 8.0 (y=17.6]( 04) -43 PLF @ 8.0 to -43 @ 14.7 R [y=12.9][100%] 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.6]( 04) 31 PLF @ 8.0 to 31 @ 14.8 y=17.611 08) -27 PLF @ 1.3 to -27 @ 8.0 L [y=14.5][100%1 Brg.# 1 Ver,R= 29.6 plf Hor.R= -1.7 plf [MWFRS ASCE Pr1D+-](00 24.00)IDF 1.60](NM l) Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][100%] 1.2 to 31 @ 8.0 [yy=17.6][ 04] .3-101E6@ 8.0 to -10 6 14.7 R [y=12.9][1009] 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.611 041 31 PLF @ 8.0 to 31 @ 19.8 (y=17.61[ 041 - 10 PLF @ 1.3 to -10 @ 8.0 L [y=14.51[10041 Brg.0 1 Ver.R= 49.8 plf Hor.R= -0.0 plf [MWFRS ASCE PrD1--][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6](1004] 31 PLF @ 1.2 to 31 @ 8.0 [9=17.61( 091 -29 PLF @ 8.0 to -29 @ 14.7 R [y=12.91[100%] 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.6]( 0%] 31 PLF @ 8.0 to 31 @ 14.8 [y=17.6]( 08] -29 PLF @ 1.3 to -29 @ 8.0 L (y=14.5]11000] Brg.# 1 Ver,R= 34.4 plf Hor.R= -0.0 plf [C&C ASCE Wind Lt -+](00 24.00][DF 1.60]]NM 1] Repetitive Factors Used: Yes - 55 PLF @ 11.0 to -55 @ 14.7 R [y=12.9][1000] 10 PLF @ 1.2 to 10 @ 4.2 (y-17.61[ 0%] -84 PLF @ 1.3 to -84 @ 4.2 L (y=13.61[1008] 10 PLF @ 4.2 to 10 @ 8.0 (y=17.6][ 04] -12 PLF @ 0.2 to -12 @ 15.8 [y=12.6](100%] 10 PLF @ 8.0 to 10 @ 11.0 (y=17.61[ 08] - 84 PLF @ 8.0 to -84 @ 11.0 R (y==13.8][[10041 10 PLF @ 11.0 to 10 @ 14.8 [y=17.61[ 0%] 10 PLF @ 0.0 to 10 @ 16.0 (y= 7.6][ 04] -55 PLF @ 4.2 to -55 @ 8.0 L [y=14.5][1004] (C&C ASCE Wind Rt -+](0C 24.00]IDF 1.60][NM 1] Repetitive Factors Used: Yes -84 PLF @ 11.8 to -84 @ 14.7 R [y=12.9](1004] 10 PLF @ 1.2 to 15°6 0 @ 5.0 [017.61[ 041 -55 PLF @ 1.3 to 55 @ 5.0 L [y 13.8][1004] 10 PLF @ 5.0 to 12°0 0 @ 150.8[1;1-11i6.161(18018) .0 ( 17.6][ 04] -12 PLF @ 0.2 to -12 0 15.8 [y=12.6](1004) 10 PLF @ 6.0 to 10 @ 11.8 (y=17.6][ 09] - 55 PLF @ 8.0 to -55 0 11.8 R [yy-=-13.6]][100%] 10 PLF @ 11.8 to 10614.8 [y 17.6][ 04] 10 PLF @ 0.0 to 10616.0 [y= 7.6][ 04] -84 PLF @ 5.0 to 84 @ 8.0 L [y 14.5][1004] [C&C ASCE Wind Lt --](0C 24.00][DF 1.601(00 1] Repetitive Factors Used: Yes -55 PLF @ 11.0 to -55 @ 14.7 R [y-12.9]]1008] 10 PLF @ 1.2 to 10 @ 4.2 [y=17.6]( 04] - 84 PLF @ 1.3 to -84 @ 4.2 L [y=13.6][1004] 10 PLF @ 4.2 to 10 @ 8.0 [y=17.6]( 0%] 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6](100%] 10 PLF @ 8.0 to 10 @ 11.0 [y=17.6][ 04] - 84 PLF @ 8.0 to -84 @ 11.0 R [y=13.81[1008] 10 PLF @ 11.0 to 10 @ 14.8 (y=17.6][ 04] 10 PLF @ 0.0 to 10 @ 16.0 (y= 7.6][ 0%] - 55 PLF @ 4.2 to -55 @ 8.0 L (y=14.5][1008] [C&C ASCE Wind Rt --](0C 24.00][DF 1,60][NM 1] Repetitive Factors Used: Yes 86 PLF @ 11.8 to 84 @ 14.7 R Ey-12.91[100%] 10 PLE @ 1.2 to 15°6 0 @ 5.0 [yy=17.6][ 041 -55 PLF @ 1.3 to -55 @ 5.0 L [y=13.8][1004] 10 PLF @ 5.0 to 10 @ 8.0 [y=17.6]1 081 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][100%1j 10 PLF @ 8.0 to 10 @ 11.8 [y=17.6]1 041 -55 PLF @ 8.0 to -55 @ 11.8 R [y=13.6][1004] 10 PLF @ 11.8 to 10 @ 14.8 1y=17.6]1 04] 10 PLF @ 0.0 to 10 @ 16.0 1y= 7.6][ 00] -84 PLF @ 5.0 to -84 @ 8,0 L [y=14.5](1004] [C&C ASCE Wind Lt --D][00 24.00][DE 1.60] [NM 1] Repetitive Factors Used: Yes - 55 PLF @ 11.0 to -55 @ 14.7 R [y=12.9]11008] 31 PLF @ 1.2 to 31 @ 4.2 [y=17.611 0%] -84 PLF @ 1.3 to -84 @ 4.2 L [y=13.6][100%] 31 PLF @ 4.2 to 31 @ 8.0 [y=17.6]( 08] 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][1004] 31 PLF @ 8.0 to 31 @ 11.0 [y=17.6][ 0%1 -84 PLF @ 8.0 to -84 @ 11.0 R [y=13.8][100%] 31 PLF @ 11.0 to 31 @ 14.8 [y=17.6]( 001 20 PLF @ 0.0 to 20 @ 16.0 [y= 7.6][ 04] -55 PLF @ 4.2 to -55 @ 8.0 L [y=14.5][100%] [C&C ASCE Wind Rt--D](0C 29 00][DF 1.60]]NM 1] Repetitive Factors Used: Yes -84 PLF @ 11.8 to -84 @ 14.7 R [y=12.9][1004] 31 PLF @ 1.2 to 31 @ 5.0 [y=17.6]1 0%] -55 PLF @ 1.3 to -55 @ 5.0 L [y=13.8][1003] 31 PLF @ 5.0 to 31 @ 8.0 [y=17.6]1 0%1 12 PLF @ 0.2 to 12 @ 15.8 [y=12.6][1004] 31 PLF @ 8.0 to 31 @ 11.8 [y=17.611 0%] -55 PLF @ 8.0 to -55 @ 11.8 R [y=13.6]110041 31 PLF @ 11.8 to 31 @ 14.8 [y=17.6][ 0%] 20 PLF @ 0.0 to 20 @ 16.0 [y= 1.6][ 09] - 84 PLF @ 5.0 to -84 @ 8.0 L [y=14.5][1004] • • • • • • • • •• • •• • • • • • •• • • ••c•• •• • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • Job:(16124N) / V20 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL1 80101014 for valley details. 1 PLT. TYP.-WAVE 10' 3 12 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead Toad is 1.50. MWFRS Toads based on trusses located at least 15.00 ft. from roof edge. ..4X5 10' • • • • • • • • •• • •• • • • • (. • • • • •••• •• • • •• • • •••• • •• ••• • • • • • •• •• •• • • • • • ,• 12'0"12• • DESIGN CRIT=FBC2014RES/TPI-2007 FTIRT=20%(0%)t 1(0) QTY= 1 TOTAL= 1 R=111pIf U=100plf RL=2/-2plf W=20' (Rigid Surface) • • • • • • •. • • • • • • • •••• • 0 • •• • • • SEQ = 489183 REV. 15.01.01C.0610.23 SCALE =0.3750 • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3633 PARK CITITR,\I. BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING' "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme cera in fabricating. handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Infomiatlon, by TPI and WTCA) for safety practices prior to perfonnbg these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. 800 chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent latent restraint of webs shall have bracing (0010(ed per BCSI sections 83, 87 or 810. as applicable Apply plates to each face of tures and position as sham above and on the Joint Details, unless noted otherwise Refer to drawings 160A -Z for standard pate positions. MN Building Components Group Inc. shall not be responsible for any deviation from this dravnng. y (allure to build the lass in conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A nal on this **wing or soar page (Cm live dt*Wutg, Inc testes acceptance of ptofnalonel engineering reepenelbllity sally for the design shewtt. TheeultelAty end use of this drawing for any structure le the respenelbsly of the Building Oadgnar per ANSI/TPI 1 Sec.2. For more Information sea this job's general notes page and (Inc web sites ITWBCG: www.itwbog.com; TPI: www,tpbret.org; WTCA wwwabcindustry.com, ICC. wvAviccsefe.org TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.Opsf 0.0psf 55. Opsf REF DATE 12-22-2016 DRWG O/A LEN. 20 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE VAC • (ALPINE](FBC2014Res/TPI-2007][V20] [161248/)] [TCLL 30.0][TCDL 15.0][BCDL 10.0)[BCLL 0.0][DF 1.25][OC 24.0][NM 11[SOFFIT 2.0] ===Bearings==[X-Loc][React][Min Size Req]== [ 0.00)] 2216]] 35h)[0.26] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 3- 5 377 -155 0.09 0.60 0.68 1 4 SP #2 N 44.91 3.00 Plywd 5- 7 360 -84 0.06 0.60 0.66 1 4 SP #2 N 49.91 3.00 Plywd 8-14 360 -84 0.06 0.60 0.66 1 4 SP #2 N 49.91 -3.00 Plywd 14-16 377 -155 0.09 0.60 0.68 1 4 SP #2 N 44.91 -3.00 Plywd 4- 6 173 -305 0.00 0.31 0.31 2 4 SP #2 N 43.57 -0.00 Diaph 6-10 182 -319 0.00 0.33 0.33 1 4 SP #2 N 48.00 -0.00 Diaph 12-13 182 -319 0.00 0.33 0.33 1 4 SP #2 N 48.00 0.00 Diaph 13-15 173 -305 0.00 0.31 0.31 2 4 SP #2 N 43.57 0.00 Diaph 1- 2 10 -19 -_-= Plate Member =-=- PLATE MEMBER 0.50 -Vert- 1- 3 305 -166 0.07 0.30 0.36 1 4 SP #2 N 26.68 2.16 0- 2 0 -0 -=-=Fictious Member=-=- SP 02 N 1.75 -0.24 3- 4 131 -83 -=-= Plate Member =-_- PLATE MEMBER 3.47 -97.48 2- 4 169 -306 0.00 0.30 0.30 1 4 SP #2 N 26.74 0.80 17-18 10 -19 -_-= Plate Member =-_- PLATE MEMBER 0.50 -Vert- 16-17 305 -166 0.07 0.30 0.36 1 4 SP #2 N 26.68 -2.16 18-19 0 -0 -==Fictions Member=-=- SP 02 N 1.75 0.24 15-16 131 -83 -=-= Plate Member =-=- PLATE MEMBER 3.47 97.48 15-18 169 -306 0.00 0.30 0.30 1 4 SP #2 N 26.74 -0.80 Diaph 7- 9 360 -74 -=-=Fictious Member-- SP #2 N 0.00 -Vert- 8- 9 74 -360 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- 10-11 182 -319 -= =Fictious Member=-=- SP #2 N 0.00 -Vert- 11-12 182 -319 -=-=Fictious Member=-=- SP 02 N 0.00 -Vert- [STD.AUTO.LOAD][OC 24.00][DF 1,25][NM 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 10.0 y=17.6][ 0%] 31 PLF @ 10.0 to 31 @ 18.8 y=17.6][ Oi] 30 PLF @ 0.0 to 30 @ 1.2 y= 7.11) 0%] 30 PLF @ 18.8 to 30 @ 20.0 y= 7.1][ Oi] 20 PLF @ 0.0 to 20 @ 20.0 y= 7.1]) Oi] 60 PLF @ 1.2 to 60 @ 10.0 y=17.6]1100%1 60 PLF @ 10.0 to 60 @ 18.8 y=17.6](1009] 60 PLF @ 0.0 to 60 @ 1.2 y= 7.1][1009] 60 PLF @ 18.8 to 60 @ 20.0 y= 7.11(100%] Brg.# 1 Ver.R= 110.8 plf Hcr.R= 0.0 plf [FBC pass #2][0C 24.001[DF 1.25)[NM 1] Plywd Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 10.0 (y=17.6 [ 08] 31 PLF @ 10.0 to 31 @ 18.8 [y=17.6 [ 0%) Diaph 30 PLF @ 0.0 to 30 @ 1.2 [y= 7.1 [ 08.1 30 PLF @ 18.8 to 30 @ 20.0 [y= 7.1 1 08) Plywd 20 PLF @ 0.0 to 20 @ 20.0 [y= 7.1 [ 0%) 20 PLF @ 0.0 to 20 @ 20.0 [y= 7.1 [100%1 Brg.# 1 Ver.R= 70.8 plf Hcr.R= 0.0 plf EndPts 5- 6 9-11 13-14 Node 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 MaxTen MaxComp 287 -495 203 -413 287 -495 X -Loc 0.00 0.15 0.15 2.33 2.37 5.96 6.00 10.00 10.00 10.00 10.00 10.00 10.00 14.00 14.04 17.63 17.67 19.85 19.85 20.00 Y -Loc 12.06 12.10 12.06 12.50 12.21 13.40 12.21 14.41 14.41 14.41 12.21 12.21 12.21 12.21 13.40 12.21 12.50 12.10 12.06 12.06 AXL GLC S Grade 0.09 1 4 SP #3 0.09 1 4 SP #3 Length Brace 11.33 22.89 11.33 Plate Cq JSI Method def1Y(L) 0.00 L/999 3X4(D1) 0.80 0.18 0.06 L/999 0.06 L/999 1.5X4 0.80 0.38 N 0.00 L/999 1.5X4 0.80 0.53 N 0.00 L/999 4X5 0.80 0.54 N 0.00 L/999 586 0.80 0.65 N 0.00 L/999 1.584 0.80 0.53 N 0.00 L/999 1.584 0.80 0.38 N 0.00 L/999 0.06 L/999 3X4(D1) 0.80 0.18 0.06 L/999 0.00 L/999 deflY(T) dxL 0.00 L/999 0.00 0.13 L/999 0.01 0.13 L/999 0.00 0.00 L/999 0.00 0.00 L/999 0.00 0.00 L/999 0.00 0_00 L/999 0.00_ 0.00 L/999 0.00 0.00 L/999 0.00 0.13 L/999 0.00 0.13 L/999 0.00 0.00 L/999 0.00 dxT 0.00 0.03 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 [MWFRS ASCE Perp/L++][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 10.0 [y=12.1][1009] 10 PLF @ 1.2 to 10 @ 10.0 [y=17.6)[ 0%] - 27 PLF @ 10.0 to -27 @ 18.7 R [y=12.4)[100%] 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.111 0%] - 12 PLF @ 10.0 to -12 @ 19.8 [y=12.11[100%] 10 PLF @ 10.0 to 10 @ 18.8 [y=17.6)[ 0%] - 10 PLF @ 1.3 to -10 @ 10.0 L [y=14.5)(100%1 Brg.# 1 Ver.R= -8.9 plf Hor.R= -1.8 plf [MWFRS ASCE Perp/L+-][0C 24.00])OF 1.60][80 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 )y=12.1]]100%) 10 PLF @ 1.2 to 10 @ 10.0 )y=17.6]) 0%] -27 PLF @ 10.0 to -27 @ 18.7 R [y=12.4]]100%] 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.11( 0%1 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1)(1008 10 PLF @ 10.0 to 10 @ 18.8 [y=17.61) 00] -10 PLF @ 1.3 to -10 @ 10.0 L [y=14.5))100%) Brg.# 1 Ver.R= 15.1 plf Hor.R= -1.8 plf [MWFRS ASCE Perp/L-+][0C 24.00][DF 1.60))N0 1] Repetitive Factors Used: Yes - 12 PLF @ 0.2 to -12 @ 10.0 [(y=12.1][100%] 10 PLF @ 1.2 to 10 @ 10.0 [y=17.61[ 0%] -27 PLF @ 10.0 to -27 @ 18.7 R [y=12.4][1008] 10 PLF @ 0.0 to 10 @ 20.0 (y= 7.1][ 0%1 -12 PLF @ 10,0 to -12 @ 19.8 [y=12.1][100%) 10 PLF @ 10.0 to 10 @ 18.8 [y=17.6][ 0%] -43 PLF @ 1.3 to -43 @ 10.0 L [y=14.5][100%] Brg.# 1 Ver.R= -22.8 plf Hor.R= 1.7 plf [MWFRS ASCE Perp/L--][0C 24.00][DF 1.60[[84M 11 Repetitive Fcorso Used :@ 1Ye.s 00 [y=12.1][100%] 10 PLF @ 1.2 to 10 @ 10.0 [y=17.61[ 0%] -27 PLF @ 10.0 to -27 @ 18.7 R [y=12.4][100%] 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.111 0i] 12 PLF @ 10.0 to 12 @ 19.8 [y-12.1[ 1006] 10 PLF @ 10.0 to 10 @ 18.8 fy=17.6](( 09] -43 PLF @ 1.3 to -43 @ 10.0 L [y=14.5][100%] Brg.# 1 Ver.R= 1.2 plf Hor.R= 1.7 plf [MWFRS ASCE Perp/R++][0C 24.00)[DF 1.60][NM 1] Repetitive Factors Used: Yes - 12 PLF @ 0.2 to -12 @ 10.0 [y=12.11[100%1 10 PLF @ 1.2 to 10 @ 10.0 [y=17.6]( 0%] - 10 PLF @ 10.0 to -10 @ 18.7 R [y=12.4][100%] 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.1][ 0%1 -12 PLF @ 10.0 to -12 @ 19.8 (y-12.1)[100%] 10 PLF @ 10.0 to 10 @ 18.8 [y=17,6)] 0%1 - 27 PLF @ 1.3 to -27 @ 10.0 L [y=14.5](100%] Brg.# 1 Ver.R= -8.9 plf Hor.R= 1.8 plf [MWFRS ASCE Perp/R+-][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1](100) 10 PLF @ 1.2 to 10 @ 10.0 (y=17.61( 04 -10 PLF @ 10.0 to -10 @ 18.7 R (y=12.4][1( 10 PLF @ 0.0 to 10 @ 20.0 (y= 7.1)( Oi 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1][100) 10 PLF @ 10.0 to 10 @ 18.8 [y=17.6][ 01 -27 PLF @ 1.3 to -27 @ 10.0 L [y=14.5][1( Brg.# 1 Ver.R= 15.1 plf Hor.R= 1.8 pl (MWFRS ASCE Perp/R-+][OC 24.00][DF 1.60][NM Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 10.0 [y=12.1][1001 10 PLF @ 1.2 to 10 @ 10.0 [y=17.6]( 01 -43 PLF @ 10.0 to -43 @ 18.7 R [y=12.4][1( 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.1]] 0) -12 PLF @ 10.0 to -12 @ 19.8 (y=12.1][1001 10 PLF @ 10.0 to 10 @ 18.8 (y=17.6][ Oi -27 PLF @ 1.3 to -27 @ 10.0 L [y=14 5][1( Brg.# 1 Ver.R= -22.8 p10 Hor_R= -1.7 p] [MWFRS ASCE Perp/R--][0C 24.00][OF 1.60][NM Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 (y=12.1][100) 10 PLF @ 1.2 to 10 @ 10.0 [y=17.6]1 0) -43 PLF @ 10.0 to -43 @ 18.7 R [y=12.4](1( 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.1][ Oi 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1][100( 10 PLF @ 10.0 to 10 @ 18.8 [y=17.6][ Oi -27 PLF•@ 1.3•to -27 @ 10.0 L [y=14.5][1( Brg.# 1 Yer•R. • • 1.2 plf Hor.R= _ -1.7 p] •• • • •[MWFRS 0 0 Pari++](0C 24.00][Di !.60][NM 1] Repetit a iectoro Used: Yes • 12 PLF•@ 0.2•to -12 @ 400 ty14.1[ [1001 • 10 PLF @ 1,2 to 10 @ 0.0 [y=1= 6]] 0( -10 PLF @ 1070 to -10 @;Vs iyi12.4] [1( • • • • • • -12 PLF•10 @• W 0•te -12 @ X0.0 19.8 �[y=12.1][1001) •••• 10 PLF•@ 10'0•to 10 @.Znry,1Z.6][ 04 -10 PLF•81• .1.3 to -10 @ 414,0s 4y=14.5][1( • •Brg.# 1 Ver,R• - .-1.9 plf Hor.R=_ _ -0.0 p] (MWFRS ASCE 41+-1 [0C 24.00] (Di, T.60] [NM 11 • • 'Repetitive Factors Used: Yes • • • 12 PLF•@ 0.24tQ 12 @ i0!0'��yysli;l][100) • • 10 PLF••@•') 2•t! 10 @ 110.0 )y=11.6]] 01 • • • -10 PLF-@ 10.0 to -10 @ 48.'Ii .12.41[1( •• • 10 PLF 04rt]•to 10 @ Z0.0 [y=.#.1]] 08 12 PLF•@ 1,,2!0 t 12 @ 19,8 [y=12.1][100) 10 PLF @•11.0 tb 10 @ 18.8 (y=17.611 01 -10 PLF @ 1.3 to -10 @ 10.0 L [y=14.5][1( Brg.# 1 Ver.R= 22.2 plf Hor.R= 0.0 p] [MWFRS ASCE Parl-+][0C 24.00][DF 1.60];[NM 1) Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 10.0 [y=12.1][1001 10 PLF @ 1.2 to 10 @ 10.0 [y=17.6][ Oi -29 PLF @ 10.0 to -29 @ 18.7 R (y=12.4][1( 10 PLF @ 0.0 to 108 20.0 [y= 7.1][ 01 -12 PLF @ 10.0 to -12 @ 19.8.[y=12..1].[.1001 10 PLF @ 10.0 to 10 @ 18.8 [y=17.6][ 04 -29 PLF @ 1.3 to -29 @ 10.0 L [y=14,5][1( Brg.# 1 Ver.R= -17.9 p1f Hor.R= -0.0 p] [MWFRS ASCE Peri-) Repetitive Factors 12 PLF @ 0.2 to 10 PLF @ 1.2 to -29 PLF @ 10.0 to 10 PLF @ 0.0 to 12 PLF 0 10.0 to 10 PLF @ 10.0 to -29 PLF @ 1.3 to Brg.# 1 Ver.R= (0C 24.00][DF 1.60])N11 1) Used: Yes 12 @ 10.0 [y=12.1][100) 10 @ 10.0 [y=17.61[ 01 -29 @ 18.7 ,18 [y=12..4][1( 10 @ 20.0 (y= 7.1]( 01 12 @ 19.8 [y=12.1.][100) 10 @ 18.8 (y=17.6]( 04 -29 @ 10.0 L (y=14:3]118 6.2 plf Hor.R= 0.0 p] [MWFRS ASCE PrpD/L+-][OC 24.00][DE 1.60][NM Repetitive Factors Used: yes 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1](1008 31 PLF @ 1.2 to 31 @ 10.0 [y=17.6]1 0) - 27 PLF @ 10.0 to -27 @ 18.7 R ]y=12.41[1001] 12 PLF @ 10.0 to 12 @ 19.8 fy=172.1][10608] 31 PLF @ 10.0 to 31 @ 18.8 y=17.61E 03] - 10 PLF @ 1.3 to -10 @ 10.0 L [y=1451[100%] Brg.# 1 Ver.R= 43.3 plf Hor.R= -1.8 plf [MWFRS ASCE PrpD/L--][01 24.00]IDF 1.60][NM 1) Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1][100%] 31 PLF @ 1.2 to 31 @ 10.0 [Y=17.6]1 0%) -27 PLF @ 10.0 to -27 @ 18.7 R [y=12,41[1008] 20 PLF @ 0.0 to 20 @ 20.0 [jy= 7.1]] 081 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1][1008) 31 PLF @ 10.0 to 31 @ 18.8 [9=17,6][ 08] -43 PLF @ 1.3 to -43 @ 10.0 L [y=14.51[100%) Brg.# 1 Ver.R= 29.4 plf Hor.R= 1.7 plf [MWFRS ASCE PrpD/R+-][01 24.00][00 1.60](NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1][100%] 31 PLF @ 1.2 to 31 @ 10.0 [y=17.6]( 01] - 10 PLF @ 10.0 to -10 @ 18.7 R [y=12.4][100%) 20 PLF @ 0.0 to 20 @ 20.0 ]y= 7.1]( 08) 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1](100%] 31 PLF @ 10.0 to 31 @ 18.8 [y=17.6]1 01] -27 PLF @ 1.3 to -27 @ 10.0 L [y=14.5][1003] Brg.# 1 Ver.R= 43.3 plf Hor.R= 1.8 plf [MWFRS ASCE PrpD/R--][0C 24.00]IDF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1][1001] 31 PLF @ 1.2 to 31 @ 10.0 [y-17.6][ 081 -43 PLF @ 10.0 to -43 @ 18.7 R [y=12.4][100%] 20 PLF @ 0.0 to 20 @ 20.0 [y= 7.111 0%] 12 PLF @ 10.0 to 12 @ 19.8 I[y=12.11[1001] 31 PLF @ 10.0 to 31 @ 18.8 1y=17.6]1 0%] - 27 PLF @ 1.3 to -27 @ 10.0 L [y=14.5][100%1 Brg.# 1 Ver.R= 29.4 plf Hor.R= -1.7 plf [MWFRS ASCE Pr1D+-1[OC 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes [y=12.11[100%1 31 PLF @ 11.2 to 31 @ 10.0 [y==17.6]`100%] - 10 PLF @ 10.0 to -10 @ 18.7 R [y=12.4][1001] 20 PLF @ 0.0 to 20 @ 20.0 [y= 7.1]( 0%] 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1][100%] 31 PLF @ 10.0 to 31 @ 18.8 [y=17.6]1 08] -10 PLF @ 1.3 to -10 @ 10.0 L [y=14,5][1001] Brg.# 1 Ver.R= 50.4 plf Hor.R= 0.0 plf 20 PLF @ 0.0 to 20 @ 20.0 [y= .1][ 0] [MWFRS ASCE PrD1--][0C 24.0011DF 1.60)]NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1](100%] 31 PLF @ 1.2 to 31 @ 10.0 [y=17.61( 01] -29 PLF @ 10.0 to -29 @ 18.7 R [y=12.4]1100%] 20 PLF @ 0.0 to 20 @ 20.0 [y= 7.111 01] 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1)(100%] 31 PLF @ 10.0 to 31 @ 18.8 y=17.611 0%] -29 PLF @ 1.3 to -29 @ 10.0 L [y=14.5][1001] Brg.# 1 Ver.R= 34.4 plf Hor.R= 0.0 plf [C&C ASCE Wind Lt -+](OC 24,00]]DF 1 60][NM 1] Repetitive Factors Used: Yes -54 PLF @ 13.0 to -54 @ 18.7 R (y=12.4][1003] 10 PLF @ 1.2 to 10 @ 4.2 [y=17.6]1 01] -81 PLF @ 1.3 to -81 @ 4.2 L [y=13.111100%1 10 PLF @ 4.2 to 10 @ 10.0 1y=17.6] [ 08] - 12 PLF @ 0.2 to -12 @ 10.0 [y=12.1][1008] 10 PLF @ 10.0 to 10 @ 13.0 [y=17.6]1 08] - 81 PLF @ 10.0 to -81 @ 13.0 R [y=13.8][100%] 10 PLF @ 13.0 to 10 @ 18.8 [y=17.611 0%1 - 12 PLF @ 10.0 to -12 @ 19.8 (y=12.1][100%] 10 PLF @ 0.0 to 10 @ 20.0 ]y= 7.1]] 08] -54 PLF @ 4.2 to -54 @ 10.0 L [y=14.51[100%1 [CSC ASCE Wind Rt -+][00 24.00]]DF 1.60]]NM 11 Repetitive Factors Used: Yes a 81 PLF @ 15.8 to -81 @ 18.7 R [y=12.41[100%] 10 PLF @ 1.2 to 10 @ 7.0 [y=17.61[ 081 -54 PLF @ 1.3 to -54 @ 7.0 L [y=13.8111008] 10 PLF @ 7.0 to 10 @ 10.0 [y=17.6][ 0%) -12 PLF @ 0.2 to 10 PLF @ 10.0 to -54 PLF @ 10.0 to 10 PLF @ 15.8 to - 12 PLF @ 10.0 to 10 PLF @ 0.0 to -81 PLF @ 7.0 to -12 @ 10.0 [y=12.1][100%] 10 @ 15.8 1y=17.6]1 01] -54 @ 15.8 R [y=13.1][100%] 10 @ 18.8 [y=17.6][ 08] -12 @ 19.8 [y=12.1][100%] 10@20.0 [y=7.1][ 08] -81 @ 10.0 L [y=14.5]110081 [CSC ASCE Wind Lt --][00 24.00]]DF 1.80][NM 1] Repetitive Factors Used: Yes -54 PLF @ 13.0 to -54 @ 18.7 R [y=12.4][10081 10 PLF @ 1.2 to 10 @ 4.2 [y=17.61[ 01] -81 PLF @ 1.3 to -81 @ 4.2 L [y=13.1][1008] 10 PLF @ 4.2 to 10 @ 10.0 (y=17.6][ 08] 12 PLF @ 0.2 to 12 @ 10.0 (y=12.1][1008] 10 PLF @ 10,0 to 10 @ 13.0 [y=17.6]1 01] - 81 PLF @ 10.0 to -81 @ 13.0 R [y=13.8][1001] 10 PLF @ 13.0 to 10 @ 18.8 [y=17.6]1 01 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1][1001] 10 PLF @ 0.0 to 10 @ 20.0 1p= 7.1][ 0%1 -54 PLF @ 4.2 to -54 @ 10.0 L [y=14.5][1008] [CSC ASCE Wind 01--](00 24.00][DF 1 60][NM 1] Repetitive Factors Used: Yes -81 PLF @ 15.8 to -81 @ 18.7 R [y=12.4][100%] 10 PLF @ 1.2 to 10 @ 7,0 [y=17.6][ 0%] -54 PLF @ 1.3 to -54 @ 7.0 L [y=13.8][1008] 10 PLF @ 7.0 to 10 @ 10.0 [y=17.6][ 0%j 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1][1008] 10 PLF @ 10.0 to 10 @ 15.8 [y=17.6]1 08] -54 PLF @ 10.0 to -54 @ 15.8 R (y=13.1][1008] 10 PLF @ 15.8 to 10 @ 18.8 [y=17.6]1 08] 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1][1008]j 10 PLF @ 0.0 to 10 @ 20.0 [y= 7.1]( 0%1 - 81 PLF @ 7.0 to -81 @ 10_0 L [y=14.5][100%] (CSC ASCE Wind Lt --D](01 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -5 PLF @ 13.0 to -54 @ 18.7 R [y=12.4[[100%1 31 PLF @ 1.2 to 31 @ 4.2 [y=17.611 08 -81 PLF @ 1.3 to -81 @ 4,2 L [y=13.1111008] 31 PLF @ 4.2 to 31 @ 10.0 (y=17.611 08] 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1]1100%1 31 PLF @ 10.0 to 31 @ 13.0 [y=17.611 01] - 81 PLF @ 10.0 to -81 @ 13.0 0 [y=13.8](100%] 31 PLF @ 13.0 to 31 @ 18.8 [y=17.6][ 01] 12 PLF @ 10.0 to 12 @ 19.8 [y=12.1](100%] 20 PLF @ 0.0 to 20 @ 20.0 (y== 7.1][ 08 - 54 PLF @ 4.2 to -54 @ 10.0 L [y=14.5]]100%] [CSC ASCE Wind Rt --D][00 24.00][DF 1.60][8M 1] Repetitive Factors Used: Yes -81 PLF @ 15.8 to -81 @ 18.7 R [y=12.4](100%] 31 PLF @ 1.2 to 31 @ 7.0 [y=17.6]1 0%1 -54 PLF @ 1.3 to -54 @ 7.0 L [y=13.8][100%] 31 PLF @ 7.0 to 31 @ 10.0 [y=17.6]1 081 12 PLF @ 0.2 to 12 @ 10.0 [y=12.1][100%] 31 OLE 0 10.0 10 31815.8 [yy=17.6]1 011 - 54 PLF @ 10.0 to -54 @ 15.8 R (y=13.1][1008] 31 PLF @ 15.8 to 31 @ 18.8 [y=17.6]1 081 12 PLF @ 10.0 to 12 @ 19.8 Ey=12.1]((1008]j 20 PLE @ 0.0 to 20 @ 20.0 [y= 7.1][ 01] _81 PLF @ 7.0 to -81 @ 10.0 L [y=14.5](1008] • • • • • • • • • •• • •• • • • • • • • •• • • • • •••• •• • -• •' • • • • • •••• • •• • • ••• • • • • • •• •• •• •••••• • • • • • • • • • • • • • • • • • • • •• • •••• • • •. • • • •• • Job:(16124N) / V22 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. 1 PLT. TYP.-WAVE 12 3 93 11" - 11'6"8 .5X4 w3X4 =3X4 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50 MWFRS loads based on trusses located at least 7.50 ft. from roof edge. —5X6 DESIGN CRIT=FBC2014RES/TPI-2007 FT/RT620%(0%)/ 1(0) III 1.5X4 21'8"8 1111.5X4 QTY= 1 TOTAL= 1 11'6"12 R=111pif U=100pIf RL=2I-2plf W=21'8"8 (Rigid Surface) • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• • ••• •• • • ••• •• •• • • • • • • • • • • • • • •• • •••• • • • •• • • •• • • • • • •• • • • SEQ = 489189 REV. 15.01.010.0610.23 SCALE =0.2500 • FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3635 P.605 CF341TRAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating, ho d5ng, shipping installing and brectng Refer to and follow the latest edition of SCSI (Bulking Component Safety Information. by TPI and WTCA) for safety p Ikea prior to performing Ureee functions. Insiders shell provide temporary bracing per BCSI. Unless noted olhervnse. top chard shall have properly attached s0.0(0, l sheathing and bottom chord sial have a properly etleched rigid caning. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3. B7 or 810, as appdeable. Apply plates to each face of toms and position as shown alcove and on the Joint Details, unless noted Wherein.. Refer to drewings 160A -Z for standard plate positions. ITW Building Components Group Inc. ahae not be responsible for any deviation from this drawing. ay falure to build the Inns in conformance with ANSIRPI 1, or for handling, shipping. installation bracing of trusses. Awl on thio dwdr9 or ewer pass Oiling this dowing, Irtdleotes seosplenee of profwlenl eglneulm lnpon0blllty solely ter the design shown. Tfuwltebflty end use of this dmvlr9 for any structure le the reepon0 baty at the 8500(11.9 Designer perANSI/TPI 1 Seo.2. For more Information see this Job's general notes page and these web sites: RWBCG: wew.lbetog.ocm; TPI: wvwrtpr.t.org; WTCA: vnensb industry.com: ICC: www.iaeere.org TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.0psf REF DATE 12-22-2016 DRWG 0/A LEN. 210808 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE VAL'.. [ALPINE][FBC2014Res/TPI-2007)[V22)[161249/1] [TCLL 30.01[TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25110C 24.0][NM 1][SOFFIT 2.0] ===Bearings==(X-Loc][React][Min Size Req]== [ 0.00][ 2407][ -47h][0.28] EndPts MaxTen MaxComp AXL BNO CSI GLC S Grade Length Pitch 3- 5 20 -28 0.00 0.17 0.17 1 4 SP 02 N 20.17 3.00 5- 7 70 -49 0.00 0.27 0.27 1 4 SP 02 N 49.48 3.00 7-10 121 -45 0.00 0.27 0.27 1 4 SP #2 N 44.25 3.01 11-12 128 0 0.00 0.28 0.28 1 4 SP #2 N 5.50 0.06 12-17 128 0 0.00 0.28 0.28 1 4 SP 02 N 5.50 -0.06 16-20 114 -45 0.00 0.25 0.25 1 4 SP 02 N 44.25 -3.01 20-22 65 -51 0.00 0.25 0.25 1 4 SP 02 N 49.48 -3.00 22-24 27 -26 0.00 0.24 0.24 1 4 SP #2 N 20.17 -3.00 4- 6 22 -13 0.00 0.09 0.09 2 4 SP #2 N 19.57 -0.00 6- 8 28 -13 0.00 0.11 0.11 2 4 SP #2 N 48.00 -0.00 8-14 31 -13 0.00 0.11 0.11 2 4 SP #2 N 48.00 -0.00 15-19 44 -14 0.00 0.10 0.10 2 4 SP 42 N 48.00 -0.00 19-21 41 -14 0.00 0.14 0.14 1 4 SP #2 N 48.00 -0.00 21-23 37 -13 0.01 0.14 0.14 1 4 SP #2 N 19.57 0.00 1- 2 19 -28 -_-= Plate Member =-_- PLATE MEMBER 0.50 -Vert- 1- 3 19 -25 0.00 0.01 0.01 1 4 SP #2 N 1.51 438.44 0- 1 0 -4 -= =Fictious Member=-=- SP #2 N 1.45 -35.52 2- 4 18 -4 0.00 0.01 0.01 1 4 SP #2 N 1.52 -37.18 25-26 24 -55 -=-= Plate Member =-=- PLATE MEMBER 0.50 -Vert- 24-25 17 -38 0.00 0.16 0.16 1 4 SP #2 N 26.68 -2.16 26-27 0 -0 -=-=Fictious Member=-=- SP #2 N 1.75 0.24 23-24 67 -28 -=-= Plate Member =-= PLATE MEMBER 3.47 97.48 23-26 35 -17 0.01 0.16 0.16 1 4 SP #2 N 26.74 -0.80 9-10 0 -121 = =Fictious Member=-=- SP #2 N 0.00 -Vert- 9-11 128 0 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- 17-18 128 0 -=-=Fictious Member=-=- SP 02 N 0.00 -Vert- 16-18 0 -114 -=-=Fictious Member=-=- SP 02 N 0.00 -Vert- 13-14 13 -31 -=-=Fictious Member=-=- SP 02 N 0.00 -Vert- 13-15 44 -14 -=-=Fictious Member=-=- SP #2 N 0.00 -Vert- EndPts MaxTen MaxComp AXL GLC S Grade Length Brace 5- 6 224 -293 0.07 21 4 SP #3 5.33 [MWFRS ASCE Perp/L+-][OC 24.00][DF 1.60][NM 11 7- 8 248 -382 0.07 24 4 SP #3 17.33 Repetitive Factors Used: Yes 12-13 193 -356 0.08 1 4 SP #3 27.62 -10 PLF @ 9.3 to -10 @ 10.2 [y=14.4][1000] 19-20 247 -370 0.07 23 4 SP #3 17.33 10 PLF @ 0.0 to 10 @ 9.3 [y=17.4][ 03] 21-22 220 -354 0.07 22 4 SP #3 5.33 12 PLF @ 0.0 to 12 @ 9.7 f[y=11.61[1004] 3- 4 -=-= Plate Member ==- PLATE EMU 1.52 10 PLF @ 9.3 to 10 @ 10.2 [y=17.4]1 031 -10 PLF @ 0.0 to -10 @ 9.3 L [y=14.4][100%] Node X -Loc Y -Loc Plate Cq JSI Method deflY(L) deflY(T) dxL dxT 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6][ 031 0 0.00 11.99 ---- ----- ---- ----- ---- - -- 12 PLF @ 9.7 to 12 @ 21.5 [y=11.6][10041 1 0.04 11.87 304[82) 0.80 0.28 ---- ----- ---- ----- ---- ---- 10 PLF @ 10.2 to 10 @ 20.5 [y=17.4]] 0%) 2 0.04 11.83 0.00 L/999 0.00 L/999 0.00 0.00 -27 PLF @ 10.2 to -27 @ 20.4 R [y=11.9][1003] 3 0.04 12.00 0.00 L/999 0.00 L/999 0.00 0.00 Brg.# 1 Ver.R= 14.5 plf Hor.R= -2.0 plf 4 0.08 11.71 0.00 L/999 0.00 L/999 0.00 5 1.67 12.40 1.5X4 0.80 0.38 N 0.00 L/999 0.00 L/999 0.00 0.00 [MWFRS ASCE Perp/L-+][0C 24.00][OF 1.60][00 1] 6 1.71 11.71 1.5X4 0.80 0.41 N 0.00 L/999 0.00 L/999 0.00 0.00 Repetitive Factors Used: Yes 7 5.67 13.40 1.5X4 0.80 0.38 N 0.00 L/999 0.00 L/999 0.00 0.00 -52 PLF @ 9.3 to -52 @ 10.2 [y=14.4][10031 8 5.71 11.71 1.5X4 0.80 0.46 N 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 9.3 [y=17.4]( 03] 9 9.25 14.30 3X4 0.80 0.61 N 0.00 L/999 0.01 L/999 0.00 0.00 -12 PLF @ 0.0 to -12 @ 9.7 [y=11.6][1000] 10 9.25 14.30 ---- ----- ---- ----- ---- ---- 10 PLF @ 9.3 to 10 @ 10.2 [y=17.4][ 04] 11 9.25 14.30 ---- ----- ---- ----- ---- ---- -43 PLF @ 0.0 to -43 @ 9.3 L [y=14.4][1003] 12 9.71 14.30 1.5X4 0.80 0.38 N 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6]] 03] 13 9.71 11.71 5X6 0.80 0.61 N 0.00 L/999 0.00 L/999 0.00 0.00 -12 PLF @ 9.7 to -12 @ 21.5 [(y=11.61[1004] 14 9.71 11.71 ---- ----- ---- ----- ---- ---- 10 PLF @ 10.2 to 10 @ 20.5 `y=17.4][ 00] 15 9.71 11.71 ---- ----- ---- ----- ---- ---- -27 PLF @ 10.2 to -27 @ 20.4 R [y=11.9][1004] 16 10.17 14.30 3X4 0.80 0.62 N 0.00 L/999 0.01 L/999 0.00 0.00 Brg.# 1 Ver.R= -25.1 plf Hor.R= 1.4 p1f 17 10.17 14.30 18 10.17 14.30 [MWFRS ASCE Perp/L--][0C 24.00][DF 1.60][00 1] 19 13.71 11.71 1.504 0.80 0.46 N 0.00 L/999 0.00 L/999 0.00 0.00 Repetitive Factors Used: Yes 20 13.74 13.40 1.504 0.80 0.38 N 0.00 L/999 0.00 L/999 0.00 0.00 -52 PLF @ 9.3 to -52 @ 10.2 [y=14.41[100%1 21 17.71 11.71 1.5X4 0.80 0.41 N 0.00 L/999 0.00 L/999 0.00 0.00 10 PLF @ 0.0 to 10 @ 9.3 [y=17.41[ 03] 22 17.74 12.40 1.5X4 0.80 0.38 N 0.00 L/999 0.00 L/999 0.00 0.00 12 PLF @ 0.0 to 12 @ 9.7 [y=11.61[1000] 23 19.34 11.71 0.01 L/999 0.03 L/999 0.00 0.00 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41] 03] 24 19.37 12.00 3X4(D1) 0.80 0.23 0.01 L/999 0.03 L/999 0.00 0.00 -43 PLF @ 0.0 to -43 @ 9.3 L [y=14.4][1003] 25 21.56 11.60 ---- ----- ---- ----- -------- 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6]] 00] 26 21.56 11.56 0.00 L/999 0.00 0/999 0.00 0.00 12 PLF 0 9.7 to 12 8 21.5 [y=11.6][1000] 27 21.71 11.56 ---- ----- ---- ----- ---- ---- 10 PLF @ 10.2 to 10 @ 20.5 (y=17.4][ 04] -27 PLF @ 10.2 to -27 @ 20.4 R [y=11.91[100%1 Brg.# 1 Ver.R= -0.9 0plf Hor.R= 1.4 plf [MWFRS ASCE Perp/R++][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes [STD.AUTO.LOAD][OC 24.00][DF 1.25][NM 1] Repetitive Factors Used: Yes 31 PLF @ 0.0 to 31 @ 9.3 y=17.4 [ 031 31 PLF @ 9.3 to 31 @ 10.2 y=17.4][ 03] Brace 31 PLF @ 10.2 to 31 @ 20.5 y=17.4 [ 041 Plywd 30 PLF @ 20.5 to 30 @ 21.7 y= 6.6 ] 04] Plywd 20 PLF @ 0.0 to 20 @ 21.7 y= 6.6 ( 03] Plywd 60 PLF @ 0.0 to 60 @ 9.3 y=17.4 (1000] Plywd 60 PLF @ 9.3 to 60 @ 10.2 y=17.4 [1001] Plywd 60 PLF @ 10.2 to 60 @ 20.5 y=17.4 [1004] Plywd 60 PLF @ 20.5 tc 60 @ 21.7 y= 6.6 [1003] Plywd Brg.# 1 Ver.R= 110.9 plf Hor.R= 0.0 plf Plywd -_ _-_ _ - _ - _ _ _ - _ Diaph [FBC pass 02](0C 24.00][DF 1.25][NM 1] Diaph Repetitive Factors Used: Yes Diaph 31 PLF @ 0.0 to 31 @ 9.3 [y=17.41[ 00] Diaph 31 PLF @ 9.3 to 31 @ 10.2 [y=17.4]( 00] Diaph 31 PLF @ 10.2 to 31 @ 20.5y=17.41( 00] Diaph 30 PLF @ 20.5 to 30 @ 21.7 [y= 6.6] [ 00] 20 PLF @ 0.0 to 20 @ 21.7 [y= 6.6][ 00] Plywd 20 PLF @ 0.0 to 20 @ 21.7 [y= 6.61(1000] Brg.# 1 Ver.R= 70.9 plf Hor.R= 0.0 plf Diaph-- - --- --- - --------- --- - - - - - ----- [MWFRS ASCE Perp/L++][OC 24.00][DF 1.60][NM 11 Plywd Repetitive Factors Used: Yes -10 PLF @ 9.3 to -10 @ 10.2 [y=14.41[100%1 10 PLF @ 0.0 to 10 @ 9.3 [y=17.41[ 00] Diaph -12 PLF @ 0.0 to -12 @ 9.7 [y=11.6][1003] 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41[ 03] -10 PLF @ 0.0 to -10 @ 9.3 L [y=14.41[1000] 10 PLF @ 0.0 to 10@21.7 [y= 6.61] 00] -12 PLF @ 9.7 to -12 @ 21.5 [y=11.61[1004] 10 PLF @ 10.2 to 10 @ 20.5 [y=17.4)[ 00] -27 PLF @ 10.2 to -27 @ 20.4 R [y=11.991[1004] Brg.# 1 Ver.R= -9.7 plf Hor.R= -2.0 plf -10 PLF @ 9.3 to -10 @ 10.2 [y=14.41[1001 10 PLF @ 0.0 to 10 @ 9.3 [y=17.411 08 -12 PLF @ 0.0 to -12 @ 9.7 [y=11.61[1001 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41[ 01 -27 PLF @ 0.0 to -27 @ 9.3 L [y=14.41[1( 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6][ 01 -12 PLF @ 9.7 to -12 @ 21.5 [y=11.6](100] 10 PLF @ 10.2 t0 10 @ 20.5 [y=17.4]1 08 -10 PLF @ 10.2 to -10 @ 20.4 R [y=11.9][1( Brg.# 1 Ver.R= -9.0 plf Hor.R= 1.6 p) [MWFRS ASCE Perp/R+-]]0C 24.00][DF 1.60][NM Reppetitive Factors Used; Yes 10 PLF @ 9.3 to 10 @ 10.2 [y=14.41[1001 10 PLF @ 0.0 to 10 @ 9.3 [y=17.4][ 01 12 PLF @ 0.0 to 12 @ 9.7 [y=11.6][1001 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41( 0) -27 PLF @ 0.0 to -27 @ 9.3 L [y=14.4][1( 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6][ Oi 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61(1008 10 PLF @ 10.2 to 10 @ 20.5 (y=17.9]( 01 -10 PLF @ 10.2 to -10 4, 20.4 R [y=11.9][1( Brg.# 1 Ver.R= 15.2 plf Hor.R= 1.6 p7 [MWFRS ASCE Perp/R-+][0C 24.00][DF 1.60][NM Repetitive Factors Used: Yes -52 PLF @ 9.3 to -52 @ 10.2:[y=14.4][1001 10 PLF @ 0.0 to 10 @ 9.3 [y=17.41[ 08 -12 PLF @ 0.0 to -12 @ 9.7 [y=11.61[1001 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41[ 08 - 27 PLF @ 0.0 to -27 @ 9.3 L [y=14.4'][1( 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6][ 08 -12 PLF.@ 9.7•to -12 @ 21.5 [y=11.61[1001 10 PLR0 0.2•t. 10 @ 20.5 [[y=17.4][ 08 • • -43 PLF•@ 10.2 to -43 020'?!1!11.91[1( •..• :Brg.# 1 j(o .R= • -25.9 plf Hor.= -2.2 pl • [MWFRS AtCE Ptt]!/R--1100 21!tl!?0f !.60] [NM Repetitive Factors Used: Yes • -52 PLF @ 9.3 to -52 91 (13(y.14.4][1001 • • .. 10 PLF.@• 0.00to 104.9.3 [y=14.41[ 01 •• 12 PLF•@ lli0_tt 12 @ 941 jjyy 11.6][1001 •••• 10 PLF•@ 9.3 to 10 @ .941.1411.61[100i 0. i• ["y=1}.91 [ 08 -27 PLF.(9•i.0 t• -27 @ •9.3L4y=14.4][1( • • 10 PLF @ 010 tt 10 021;1 7 1.61[ 08 •• •• 12 PLF @ 9.76t! 12 @ 1711T+-••ii.6][1001 10 PLF @ 14 to 10 @ 20.5 [y=17.4][ 08 • • • -43 PLF @ 10.2 to -43 @ 20..4 R =y=11.9](1( • •Brg.0 1 91.44_,-1.6 p1f•HEr!! • -2.2 pl • • •]MWFRS ASCE Parl++][0C 24.400141 i.40][NM 1) • • •Repetitive Peltsrs Used: •Yes • - 10 PLF•@• n tQ -10 @ 10.2 (y=14.41[100] 10 PLF @ -0.0 to 10 @ 9.3 [y=17.41( 0) -12 PLF @ 0.0 to -12 @ 9.7 [y=11.61[1008 10 PLF @ 9.3 to 10 @'10.2 [y=17.4][ 01 -10 PLF @ 0.0 to -10 @ 9.3 L [y=14.41[1 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6][ 0 -12 PLF @ 9.7 to -12 @ 21.5 [y=11.61[100 10 PLF @ 10.2 to 10 @ 20.5 [y=17.41[ 0 -10 PLF @ 10.2 to -10.@ 20.4 R [y=11.91[1 Brg.# 1 Ver.R= -2.1 plf Hor.R= -0.1 p [MWFRS ASCE Parl+-][0C 24 001[DF 1.'6'0][14M 11 Repetitive Factors Used: Yes -10 PLF @ 9.3 to -10 @ 10.2 [y=14.41[1001 10 PLF @ 0.0 to . 10 @ 9.3 [y=17.41]. 01 12 PLF @ 0.0 to 12 @ 9.7 [y=11.61[1001 10 PLF @ 9.3 to 10 @ 10.2 [y=17:4}( 01 -10 PLF @ 0.0 to -10 @ 9.3 L (y=14.4][1( 10 PLF @ 0.0 to '10 @ 21.7 [y= 6.61( 08 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61[1008 10 PLF @ 10.2 to 10 @ 20.5 [y=17.4][ 08 -10 PLF @ 10.2 to -10'@ 20.4 R [y=11.9](11( Brg.# 1 Ver.R= 22.1 plf Hor.R= -0.1 pl [MWFRS ASCE Parl-+](OC 24. Repetitive Factors Used: - 52 PLF @ 9.3 to -52 @ 10 PLF @ 0.0 to 10 @ - 12 PLF @ 0.0 to -121 10 PLF @ 9.3 to 10 @ 00][DF 1.601[N#11.1 Yes 10.2 [y=14.41[106 9.3 ]y=17.4[[ .08 9.7 [y=I1.61 [1098' 10.2 [y=17.41[ 0] -52 PLF @ 0.0 to -52 @ 9.3 L [y=14.41[10001 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.61( 06) -12 PLF @ 9.7 to -12 @ 21.5 [y=11.61[10061 10 PLF @ 10.2 to 10 @ 20.5 [y=17.4][ 06] -52 PLF @ 10.2 to -52 @ 20.4 R [y=11.91[10061 Brg.# 1 Ver.R= -41.0 plf Hor.R= 0_6 plf [MWFRS ASCE Parl--](0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -52 PLF @ 9.3 to -52 @ 10.2 [y=14.4][1006] 10 PLF @ 0.0 to 10 @ 9.3y=17.4][ 0%] 12 PLF @ 0.0 to 12 @ 9.7 €y=11.6][10061 -52PLF PLF@@ 9.3 0.0to to -52@@10.2 09.3[yyL [y=19.41[100%) 10 PLF @ 0.0 to 10 @ 21.7 jjy= 6.61j(( 06] 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61[1009] 30 PLF @ 10.2 to 10 @ 20.5 [y=17.4]) 0%] -52 PLF @ 10.2 to -52 @ 20.4 R [y=11.9][1008] Brg.# 1 Ver.R= -16.8 plf Hor.R= -0.6 plf [MWFRS ASCE PrpD/L+-][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -10 PLF @ 9.3 to -10 @ 10.2 [y=14.4][1009] 31 PLF @ 0.0 to 31 @ 9.3 (y=17.4][ 0%] 12 PLF @ 0.0 to 12 @ 9.7 [y=11.6)j((10091 30 PLF @ 9.3 to 30 @ 10.2 [y=17.41( 06] -10 PLF @ 0.0 to -10 @ 9.3 L [y=14.4][1009] 20 PLF @ 0.0 to 20 @ 21.7 ((y= 6.6][[ 091 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61(10091 31 PLF @ 10.2 to 31 @ 20.5 [y=17.41( 06] -27 PLF @ 10.2 to -27 @ 20.4 R [y=11.9][100%) Brg.# 1 Ver.R= 44.0 plf Hor.R= -2.0 plf [MWFRS ASCE PrpD/L--][0C 24.00]IDF 1.60][NM 1] Repetitive Factors Used: Yes - 52 PLF @ 9.3 to -52 @ 10.2 [y=14.4][1006] 31 PLF @ 0.0 to 31 @ 9.3 [y=17.4][ 061 12 PLF @ 0.0 to 12 @ 9.7 [y=11.61[1009] 30 PLF @ 9.3 to 30 @ 10.2 [y=17.4)] 06] -43 PLF @ 0.0 to -43 @ 9.3 L [y=14.4][100%) 20 PLF @ 0.0 to 20 @ 21.7 [y= 6.6)1 06] 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61[1006] 31 PLF @ 10.2 to 31 @ 20.5 [y=17.4]1 06] -27 PLF @ 10.2 to -27 @ 20.4 R [y=11.9)(100%1 Brg.# 1 Ver.R= 28.6 plf Hor.R= 1.4 plf [MWFRS ASCE PrpD/R+-][0C 24.00][00 1.60)[NM 1] Repetitive Factors Used: Yes -10 PLF @ 9.3 to -10 @ 10.2 [y=14.4][100%] 31 PLF @ 0.0 to 31 @ 9.3 [y=17.41( 06] 12 PLF @ 0.0 to 12 @ 9.7 [y=11.6][1006] 30 PLF @ 9.3 to 30 @ 10.2 [y=17.4][ 06] -27 PLF @ 0.0 to -27 @ 9.3 L [y=14.41[1000] 20 PLF @ 0.0 to 20 @ 21.7 [y= 6.61[ 06) 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61[1006] 31 PLF @ 10.2 to 31 @ 20.5 [y=17.41[ 06] -10 PLF @ 10.2 to -10 @ 20.4 R [y=11.9]]1000] Brq.# 1 Ver.R= 44.7 plf Hor.R= 1.6 plf [MWFRS ASCE PrpD/R--][0C 24.00][DF 1.60](NM 1] Repetitive Factors Used: Yes -52 PLF @ 9.3 to -52 @ 10.2 [y=14.4][1006] 31 PLF @ 0.0 to 31 @ 9.3 [y=17.41[ 0%] 12 PLF @ 0.0 to 12 @ 9.7 [y=11.61[100%1 30 PLF @ 9.3 to 30 @ 10.2 [y=17.41[ 06] - 27 PLF @ 0.0 to -27 @ 9.3 L [yy=-14.4][1006] 20 PLF @ 0.0 to 20 @ 21.7 [[y= 6.6]][[ 06) 12 31 PLF @ 10.2 to 31 9.7 to 12 @ 20.5 [y=17.411100%1 -43 PLF @ 10.2 to -43 @ 20.4 R [y=11.9][100%] Brg.# 1 Ver.R= 27.8 plf Hor.R= -2.2 plf [MWFRS ASCE Pr1D+-1[OC 24.00][DF 1.60)]NM 1] Repetitive Factors Used: Yes - 10 PLF @ 9.3 to -10 @ 10.2 [y=14.41[100%) 31 PLF @ 0.0 to 31 @ 9.3y=17.411 0%] 12 PLF @ 0.0 to 12 @ 9.7 [y=11.611ii100%) 30 PLF @ 9.3 to 30 @ 10.2 [y=17.4][ 06] -10 PLF @ 0.0 to -10 @ 9.3 L [y=14.4][1006) .20 PLF @ 0.0 to 20 @ 21.7 [[[Y= 6.61][[ 06] 31 PLF @ 10.2 to 31 @ 20.5 [y==1711.4][1009 - 10 PLF @ 10.2 to -10 @ 20.4 R [y=11.91[1009] Brg.# 1 Ver.R= 51.6 plf Hor,R= -0.1 plf [MWFRS ASCE PrDl--][0C 24.00)[00 1.60][NM 1) Repetitive Factors Used: Yes - 52 PLF @ 9.3 to -52 @ 10.2 [y=14.411100%] 31 PLF @ 0.0 to 31 @ 9.3 [y=17.4][ 061 12 PLF @ 0.0 to 12 @ 9.7 [y=11.6][1006] 30 PLF @ 9.3 to 30 @ 10.2 [y=17.4][ 06] -52 PLF @ 0.0 to -52 @ 9.3 L [y=14.4][100%] 20 PLF @ 0.0 to 20 @ 21.7 [y= 6.6][ 08] 12 PLF @ 9.7 to 12 @ 21.5 (y=11.6][100%] 31 PLF @ 10.2 to 31 @ 20.5 [y=17.41( 061 -52 PLF @ 10.2 to -52 @ 20.4 R [y=11.91[1006] Brg.# 1 Ver.R= 12.7 plf Hor.R= -0.6 plf [C&C ASCE Wind Lt -+][0C 24.00]IDF 1.60][NM 1] Repetitive Factors Used: Yes - 81 PLF @ 0.0 to -81 @ 3.0 L [y=12.8]1100%] 10 PLF @ 0.0 to 10 @ 3.0 [y=17.4][ 06 -54 PLF @ 13.2 to -54 @ 20.4 R (y=11.91[10091 10 PLF @ 3.0 to 10 @ 9.2 [y=17.4]1 06) -75 PLF @ 9.3 to -75 @ 10.2 [y=14.4][1006] 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41[ 0%1 - 12 PLF @ 0.0 to -12 @ 9.7 [y=11.6](1006] 10 PLF @ 10.2 to 10 @ 13.2 [y=17.4][ 0%1 -54 PLF @ 3.0 to -54 @ 9.3 L [y=14.41[10061 10 PLF @ 13.2 to 10 @ 20.5 (y=17.4][ 06 - 12 PLF @ 9.7 to -12 @ 21.5 `y=11.6][100%] 10 PLF @ 0.0 to 10 @ 21.7 (p= 6.6][ 0%1 -81 PLF @ 10.2 to -81 @ 13.2 R [y=133.7][1006) [C&C ASCE Wind Rt -+][0C 24.00]]DF 1.60)]NM 1] Repetitive Factors Used: Yes -54 PLF @ 0.0 to -54 @ 6.3 L [y=13.71110091 10 PLF @ 0.0 to 10 @ 6.3 [y=17.41 [ 06] -81 PLF @ 17.5 to -81 @ 20.4 R [y=11.9][1006] 10 PLF @ 6.3 to 10 @ 9.2 [y=17.41( 06] -75 PLF @ 9.3 to -75 @ 10.2 1y=14.4][10091 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41[ 06] - 12 PLF @ 0.0 to -12 @ 9.7 ly=11.6][10061 10 PLF @ 10.2 to 10 @ 17.5 [y=17.4][ 06] -81 PLF @ 6.3 to -81 @ 9.3 L [y=14.4][100%] 10 PLF @ 17.5 to 10 @ 20.5 [y=17.4]1 06] - 12 PLF @ 9.7 to -12 @ 21.5 [y=11.6][1009] 10 PLF @ 0.0 to 10 @ 21.7 [y= 6,6]] 06) -54 PLF @ 10.2 to -54 @ 17.5 R [y=12.6][1006] [C6C ASCE Wind Lt --][OC 24.00][00 1.60][NM 11 Repetitive Factors Used: Yes -81 PLF @ 0.0 to -81 @ 3.0 L [y=12.81[100%1 10 PLF @ 0.0 to 10 @ 3.0 [y=17.4][ 061 -54 PLF @ 13.2 to -54 @ 20.4 R (y=11.91 1006] 10 PLF @ 3.0 to 10 @ 9.2 [y=17.9] [ 06] - 75 PLF @ 9.3 to -75 @ 10.2 [y=14.41[1009] 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41[ 09] 12 PLF @ 0.0 to 12 @ 9.7 [y=11.61[1009] 10 PLF @ 10.2 to 104@ 13.2 [yy=17.4][ 061 -54 PLF @ 3.0 to -54 @ 9.3 L (y=14.4][1006[ 10 PLF @ 13.2 to 10 @ 20.5 [y=17.4][ 0%] 12 PLF @ 9.7 to 12 @ 21.5 [y=11.6][100%) 10 PLF @ 0.0 to 10 @ 21.7 [y= 6.6][ 0%] - 81 PLF @ 10.2 to -81 @ 13.2 R [y=13.71[1006] [CSC ASCE Wind Rt --)[0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes -54 PLF @ 0.0 to -54 @ 6.3 L [y=13.71[1006[ 10 PLF @ 0.0 to 10 @ 6.3 [y=17.41( 06] -81 PLF @ 17.5 to -81 @ 20.4 R [y=11.9][1006] 10 PLF @ 6.3 to 10 @ 9.2 [y=17.4][ 061 -75 PLF @ 9.3 to -75 @ 10.2 [y=14.4][100%) 10 PLF @ 9.3 to 10 @ 10.2 [y=17.41( 06] 12 PLF @ 0.0 to 12 @ 9.7 [y=11.6](1009] 10 PLF @ 10.2 to 10 @ 17.5 [y=17.4][ 09] -81 PLF @ 6.3 to -81 @ 9.3 L [y=14.4][100%] 10 PLF @ 17.5 to 10 @ 20.5 [y=17.4)[ 0%) 12 PLF @ 9.7 to 12 @ 21.5 [y=11.61[100%1 10 PLF @ 0.0 to 10 @ 21.7 (y= 6.61[ 06] -54 PLF @ 10.2 to -54 @ 17.5 R [y=12.6][1006] [C&C ASCE Wind Lt--D][OC 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes -81 PLF @ 0.0 to -81 @ 3.0 L [y=12.81[10061 31 PLF @ 0.0 to 31 @ 3.0 [y=17.41[ 06] - 54 PLF @ 13.2 to -54 @ 20.4 R [y=11.91[100%1 31 PLF @ 3.0 to 31 @ 9.2 [y=17.41( 09] -75 PLF @ 9.3 to -75 @ 10.2 [y=14.41[1006] 30 PLF @ 9.3 to 30 @ 10.2 [y=17.41[ 061 12 PLF @ 0.0 to 12 @ 9.7 [y=11.6][100%] 31 PLF @ 10.2 to 31 @ 13.2 [ =17.4][ 08] -54 PLF @ 3.0 to -54 @ 9.3 L [y=14.41[10091 31 PLF @ 13.2 to 31 @ 20.5 [y=17.411 061 12 PLF @ 9.7 to 12 @ 21.5 [y=11.6]``1006]] 20 PLF @ 0.0 to 20 @ 21.7 [y= 6.6]( 091 _81 PLF @ 10_2 to -81 @ 13.2 R [y=13.71[100%1 [C&C ASCE Wind Rt --D](00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -54 PLF @ 0.0 to -54 @ 6.3 L [y=13.71[10061 31 PLF @ 0.0 to 31 @ 6.3 [y=17.41[ 06 -81 PLF @ 17.5 to -81 @ 20.4 R [y=11.9][1006] 31 PLF @ 6.3 to 31 @ 9.2 (=17.4][ 06] - 75 PLF @ 9.3 to -75 @ 10.2 ly=14.41[1006] 30 PLF @ 9.3 to 30 @ 10.2 [y=17.4][ 0%] 12 PLF @ 0.0 to 12 @ 9.7 [y=11,61[100%] 31 PLF @ 10.2 to 31 @ 17.5 y=17.4]( 061 -81 PLF @ 6.3 to -81 @ 9.3 L [y=14.41[100%) 31 PLF @17,5 to 31@20.5 [y=17.4][ 0%] 12 PLF @ 9.7 to 12 @ 21.5 [y=11.6111006] 20 PLF @ 0.0 to 20 @ 21.7 [y== 6.6][ 06] -54 PLF @ 10.2 to -54 @ 17.5 R [y=12.6][1006] • • • • • • • • •• • •• • • • • • •• • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • • •• . • • • • ••••.• • • •' • • •••• • • • • •• • • Job:(16124N) / MV2 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 13B (Effective 611/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Lumber value set "138" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. T 56# W=2 gid Surfa DESIGN CRIT=FBC2014RES 12'3"8 QTY= 1 TOTAL= 1 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and U240 total Toad. Creep increase factor for dead Toad is 1.50. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. FLORIDA QUALITY TRUSS TEL: (954) 975-3384 PAX: (954) 978-8980 3635 PARK CINTBAL BLVD. POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating. handling, shipping, installing and bracing. Refer to and follow the Ialaet edition of BCSI (Budding Component Safely Infonnalicn, by TPI and WTCA) for safety practices prior to perlonNrg thea functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shell have bracing installed per BCSI sections 83, B7 or 810. as applicable. Apply plates to each face of trues and position as shown above and on the Jobd Dations, unless noted otherwise. Refer to drawings 150A-2 for standard piste positrons. ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the buss in conformance with ANSI/TPI 1, or for handling, shipping. installation & bracing of trusses. A salon Ihle dmNng of eoyv pops Uatinp this do8np, IMIcetu aasphna of prcfeulonel aglnednp reepelnlbf tty telly for the design shown. The eultsbl@y and un of this *sirs for any s8uobae le the responemNty of the Buidlnp Deelpner per ANSI/TPI 1 Seo.2. For more Wormeflon see this Job's general notes page and these web sites: IT WBCG: w.vw itwbog.com; TPI: wvnv.tphst.og; WTCA: www.sbcincluslry.eom; ICC: avw.koeefe.org • • • • • • • • •• • •• • • • • • • • • • •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • •• • • •• • • • • • • • •• • • • SEQ = 489191 REV. 15.01.01 C.0610.23 SCALE =1.0000 TC LL 30.0psf TC DL 15.0psf BC DL 10.0psf BC LL 0.0psf TOT.LD. 55.0psf REF • DATE 12-22-2016 DRWG O/A LEN. 2 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE VAL [ALPINE][FBC2014Res/TPI-2007][MV2][16124N/)] [TCLL 30.0](TCDL 15.0][BCDL 10.0)[BCLL 0.0](DF 1.25](0C 24.0][NM 1][SOFFIT 2,0) ===Bearings==[X-Loc][React][Min Size Req]== [ 0.00][ 156][0.131 EndPts MaxTen MaxComp AXL BND CSI GLC S Grade Length Pitch Brace 0- 1 0 -0 0.00 0.06 0.06 1 4 SP #2 N 17.00 -0.00 Diaph EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node X -Loc Y -Loc Plate 0 0.58 12.44 1 2.00 12.44 [STD.AUTO,LOAD][0C 24.00][DF 1.2510 1] Repetitive Factors Used: Yes 30 PLF @ 1.2 to 30 @ 2.0 (y=15.8] [ 00] 30 PLF @ 0.0 to 30 @ 1.2 y= 7.31] 00] 20 PLF @ 0.0 to 20 @ 2.0 [y= 7.3][ 0%] 60 PLF @ 1.2 to 60 @ 2.0 [y=15.8][100%) 60 PLF @ 0.0 to 60 @ 1.2 [y= 7.31[100%] Brg.# 1 Ver.R= 77.9 plf Hor.R= -0.0 plf Cq JSI Method def1Y(L) deflY(T) dxL dxT [FBC pass #2)[0C 24.00]]DF 1.25][NM 1) 0.00 L/999 0.00 L/999 0.00 0.00 Repetitive Factors Used: Yes 0.00 L/999 0.00 L/999 0.00 0.00 30 PLF @ 1.2 to 30 @ 2.0 [y=15.8]( 00) 30 PLF @ 0.0 to 30 @ 1.2 [y= 7.3][ 0%1 20 PLF @ 0.0 to 20 @ 2.0 [y= 7.3]1 0%) 20 PLF @ 0.0 to 20 @ 2.0 [y= 7.3111000) Brg.# 1 Ver.R= 49.6 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/L++)[0C 24.00)[DF 1.60][00 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.81( 001 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.31( 0%1 - 12 PLF @ 1.2 to -12 @ 2.0 [y=12.6][1000] - 12 PLF @ 0.2 to -12 @ 1.2 1y-12.31[100%1 Brg.# 1 Ver.R= 10.6 plf Hor.R= _0.0 plf- [MWFRS ASCE Perp/L+-][0C 24.00][DF 1.60][00 11 Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.81( 0% 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3)( 0% 12 PLF @ 1.2 to 12 @ 2.0 (y=12.61(1000 12 PLF @ 0.2 to 12 @ 1.2 (y=12.3](100% Brg.# 1 Ver.R= 17.7 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/L-+][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.8][ 00] 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3] [ 00) -12 PLF @ 1.2 to -12 @ 2.0 [y=12.611100%1 - 12 PLF @ 0.2 to -12 @ 1.2 [y=12.31[100%1 Brg.# 1 Ver.R= 10.6 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/L--][00 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.8][ 0%] 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3)[ 00] 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6][100%] 12 PLF @ 0.2 to 12 @ 1.2 [y=12.3][100%] Brg.# 1 Ver.R= 17.7 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/R++][0C 24.00][DF 1.60](NM 1) Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 (y=15.8]1 0%) 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.31( 0%) - 12 PLF @ 1.2 to -12 @ 2.0 [y=12.6)(100%] -12 PLF @ 0.2 to -12 @ 1.2 [y=12.3)[100%] Brg.# 1 Ver.R= = 10.6 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/R+-](0C 24.00]]0F 1.601(NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.81( 0%] 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3][ 0%1 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6][100%1 12 PLF @ 0.2 to 12 @ 1.2 [y=12.31110001 Brg.# 1 Ver.R= 17.7 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/R-+][OC 24.00][DF 1.601[00 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.81( 001 10 PLF @ 0.0 to 10@ 2.0 y= 7.31( 0%1 -12 PLF @ 1.2 to -12 @ 2.0 [y=12.6][1000] -12 PLF @ 0.2 to -12 @ 1.2 [y=12.31[100%1 Brg.# 1 Ver.R= 10.6 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/R--)[OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.81[ 0%] 10 PLF @ 0.0 to 10 @ 2.0 y= 7.31 0%1 12 PLF @ 1.2 to 12 0 2.0 (y=12.6]11001 12 PLF @ 0.2 to 12 @ 1.2 (y=12.31(1005 Brg.# 1 Ver.R= 17.7 plf Hor.R= -0.0 pl [MWFRS ASCE Part++][0C 24.00][DF 1 60][NM 1) Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [v=15.8][ 05 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.31( 05 -12 PLF @ 1.2 to -12 @ 2.0 (y=12.6][1005 -12 PLF @ 0,2 to -12 @ 1.2 [y=12.31[1005 Brg.# 1 Ver.R= 10_6 plf Hor.R= -0.00pl [MWFRS ASCE Parl+-][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 jjy=15.8][ 05 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3]( 05 12 PLF @ 1.2 to 12 @ 2.0 (y=12.61(1005 12 PLF @ 0.2 to 12 @ 1.2 [y=12.3)][1001 Brg.# 1 Ver.R= 17.7 plf Hor.R=. [MWFRS ASCE Parl-+][0C 24.00][DF 1.60)[NM 11 Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.8 05 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3] 05 -12 PLF @ 1.2 to -12 @ 2.0 [y=12.6] 1001 -12 PLF @ 0.2 to -12 @ 1.2 (y=12.3] 1001 Brg.# 1 Ver.R= 10.6 plf Hor.R= _ 0 0 pl [MWFRS ASCE Parl--1[0C 24.00][DF 1.60)[80 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.81( O5 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3)[ 05 12 PLF @ 1.2Pto 12 @ 2.0 [y=12.61[1001 • • 12 PLPP•0!2•N6 12 @ 11,1y=112..3][1005 • •• •Brg.# 1 !er.R= 17.7 pli•Fro . -0.0 pl •• •_-_-=-=7Ft-=-7=-= -_-= _-_-�_-_-_-_-=-_. [MWFRS 1%CE•PrpDNL+-]10C 24.00]10! 1.60] [NM • Repetititie Fa!t2rs Used: •?eS •• 30 PLF @ 0.0 t0 30 0.2.0 [y=15.8]( 05 20 PLF @ 0.0 to 20 001.40,4504i.3]( 0) •••• 12 PLP 1.2Pto 12 @402.0 [y-14.6][1001 •••••• 12 PL/;0 •0020P6 12 @„100 14.12.3](1005 Brg.# 1 er.R= 39.0 pitHoe.R= • -0.0 pl ••••••[MWFRS ASCE P! --1[0C 2.4 011ljD�•j.601[00 Repetitive Fac{{ Used: Yes • 30 PLF @ 0.0 to 30 @ 2.0 {y=15.8][ 05 • • • 20 PLF @ 0.0 to 20 @ 7.31[ 01 • • 12 PLC•i•1•`•GP 12 @•7.tr7}y-12.6][1001 • • 12 PLii 0.2 to 12 41.2 [y=1x,31[1005 • • •erg.# 1 Ver.R=_ 39.0 p1211A0t.Ri• -0.0 pl [MWFRS 14401°14+-110C 24.001(DF 1.60](NM Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 (y=15.8[[ 01', 20 PLF @ 0.0 to 20 @ 2.0 (y= 7.3](( 05 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6)(1005. 12 PLF @ 0.2 to 12 @ 1.2 [y=12.3] [1005/H Brg.# 1 Ver.R= 39.0 plf Hor.R .0 ph [MWFRS ASCE Pn0/R--][0C 24.00][DF 1.60](NM Repetitive Fac:ors Used: Yes 30 PLF @ 0.0 to 30 @• 2.0 [v=15.8]. O5 20 PLF @ 0.0 to 20 @'2.0'[4= 7.3): 05 12 PLF @ 1..2 to 12 @ 2.0 (y=12.6]11005 12 PLF @ 0.2 to 12 @ 1.2 [y=12%31[1005 Brg.# 1 Ver.R= 39_0_p10 Hor.R= _0.0 pl [MWFRS ASCE PrlP+-] [0C 24.001[170 1,60] [NM 1,1 Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ .2.0 [y=15..E]1 05 20 PLF @ 0.:0•to 20 @ 2.0 [y= 7.31[ 01 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6](1005 12 PLF @ 0:2 to 12 @ 1.2 [y=12.31[1001 Brg.# 1 Ver.R= 39.0 p1f Hor.R -0.0 pl [MWFRS ASCE PrDl--][01 24. Repetitive Factors Used: 30 PLF 0 0.0 to 30 @ 20 PLF @ 0.0 to 20 @ 12 PLF 0; 1.2 to 12'9' 12 PLF @ 0.2 to 12 @ 00](DF 1.60)[00 1] Yes 2.0 (y=15.8]1 01 2.0.[y= 7.31[ 05 '2:0'[4=12.6)(1005' 1.2 [y=12.3][1001 Brg.# 1 Ver.R= 39.0 plf Hor.R= -0.0 plf (CSC ASCE Wind Lt -+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.8][ 011 -12 PLF @ 1.2 to -12 @ 2.0 ly=12.6][1008] 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3)] 0%1 -12 PLF @ 0.2 to -12 @ 1.2 [y=12.3][100%] [CSC ASCE Wind Rt -+][00 24.00]]DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.8][ 0%] -12 PLF @ 1.2 to -12 @ 2.0 [y=12.6)[100%] 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.3][ 0%] -12 PLF @ 0.2 to -12 @ 1.2 [y=12.3][100%%) [C40 ASCE Wind Lt --][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 [y=15.8][ 0%] 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6][1001] 10 PLF @ 0.0 to 10 @ 2.0 [y= 7.311[ 01] 12 PLF @ 0.2 to 12 @ 1.2 (y=12.3][100%] (CSC ASCE Wind Rt --][0C 24.00][DF 1.60)[NM 1] Repetitive Factors Used: Yes 10 PLF @ 0.0 to 10 @ 2.0 (y=15.8][ 06] 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6 [100%] 10 PLF @ 0.0 to 10 @ 2.0 (y= 7.3 [ 00] 12 PLF @ 0.2 to 12 @ 1.2 [y=12.3][100%] [CSC ASCE Wind Lt--0][OC 24.00][DF 1 60](NM 1) Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 [y=15.B (( 04] 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6 [100%1 20 PLF @ 0.0 to 20 @ 2.0 [y= 7.3 [ 0%] 12 PLF @ 0.2 to 12 @ 1.2 [y=12.3 [100%] [CdC ASCE Wind Rt--D][OC 24.00)[DF 1 60][NM 1] Repetitive Factors Used: Yes 30 PLF @ 0.0 to 30 @ 2.0 [y=15.8 [ 0%] 12 PLF @ 1.2 to 12 @ 2.0 [y=12.6 [1001] 20 PLF @ 0.0 to 20 @ 2.0 [y= 7.3][ 0%] 12 PLF @ 0.2 to 12 @ 1.2 [y=12.3][100%] • • • • • • • • •• • •• • • • • • •• •• •••• •• • • • • • • •••• • •• ••• • • • • • •• •• •• • • • • • • • • • • • • • • •• • •••• • • • Job:(16124N) / MV4 Value Set: 13B (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. PLT. TYP.-WAVE =3X4(01 12 3 p 1111.5X4 T DESIGN CRIT=FBC2014RES/TPI-2007 FT/RT=20%(0%)f 1(0) 111.°X4 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total Toad. Creep increase factor for dead load is 1.50. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. R=111p)f U=100plf R=9p1f W=4' (Rigid Surface) QTY= 1 TOTAL= 1 11'9"8 FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3630 PARK MD RAL BLVD, POMPANO BEACH, FL 33064 **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING' "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricating, hendang, shipping, Installing and bracing. Refer to and foIaw the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to perlo,nd g these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shag have properly attached structural sheathing and bottom chord shag have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per SCSI sections B3, B7 or 570, es applicable. Apply Plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. 11W Building drng 1130A -Z for standard plate maniocs, y failure 0 uild the buss In Groupents tno 05011 not be responsibIe for any armance wfth ANSIRPff for handling, Iion from this ahipping, installation any bracing of trusses. Awl on Ihle drawing or warpage Dating the drawing, Indicates acceptance of professional engineering reapom1Eli%y solely for the design ehewn. The gullebMy and use of thle dmwing for any ebuoture le the responsibility of the Building Designer per ANSVTPI 1 Sec.2. For more Information see this lob's general notes page and these web sites ITWBCG' vwnw.itwbcg.con: TPI: www.tpinst.org; WTCA 1wov.abdnduslry.com, ICC www.iccsafe org • • • • • •• • • •••• •• •••• • • •• •• • • • • • • • • • • •• • 0 • • • •• • • • • • • • .• • • •• • • • • • •• ••• • • • • • • • • •••• • • • •• • SEQ = 489193 REV. 15.01.01C.0610.23 SCALE =1.0000 TC LL TC DL BC DL BC LL TOT. LD. 30.0psf 15.0psf 10.0psf 0.0psf 55.Opsf REF • • • • • •• • • • • , DATE 12-22-2016 DRWG O/A LEN. 4 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0" TYPE VAL [ALPINE][FBC2014Res/TPI-2007]]0V4][161249/1] [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0][DF 1.25][0C 24.01(90 1](SOFFIT 2.0] ===Bearings==[X-Loc]]React][Min Size Req]== [ 0.001( 443][ 76h][0.13] EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 3- 5 2 -35 0.00 0.22 0.22 1 4 5P #2 N 4- 8 65 0 0.01 0.21 0.21 1 4 SP 42 N 6- 7 130 -128 0.04 0.03 0.07 21 4 SP #3 1- 2 45 -74 -=-= Plate Member =-_- PLATE MEMBER 1- 3 0 -50 0.00 0.24 0.24 1 4 SP 42 N 0- 2 0 -0 -=-=Fictious Member=-=- SP 42 N 3- 4 128 -56 -=-= Plate Member =-_- PLATE MEMBER 2- 4 54 0 0.01 0.21 0.21 1 4 SP 42 N 5- 6 128 -130 -=-=Fictious Member=-=- SP #3 7- 8 128 -130 -=-=Fictious Member=-=- SP #3 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node 0 1 2 3 4 5 6 8 X -Loc 0.00 0.15 0.15 2.33 2.37 4.00 4.00 4.00 4.00 Y -Loc 11.79 11.83 11.79 12.22 11.94 12.64 12.64 11.94 11.94 Plate Cq JSI Method def1Y(L) 0.00 L/999 304(01) 0.80 0.09 0.02 L/999 0.02 L/999 1.5X4 0.80 0.63 N 0.00 L/999 1.5X4 0.80 0.89 N 0.00 L/999 [STD.AUTO.LOAD](0C 24.00[[00 1.25](NM 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 4.0 [y=15.8][ 0%] 30 PLF @ 0.0 to 30 @ 1.2 y= 6.8)[ 06] Length Pitch Brace 20 PLF @ 0.0 to 20 @ 4.0 [y= 6.8][ 06] 20.61 3.00 Plywd 60 PLF @ 1.2 to 60 @ 4.0 [y=15.8](1001] 19.57 -0.00 Diaph 60 PLF @ 0.0 to 60 @ 1.2 [y= 6.8][1004] 4.89 -Bending Web- Brg.# 1 Ver.R= 110.7 plf Hor.R= -0.0 plf 26.68 2.16 1.75 -0.24 3.47 -97.48 26.74 0.80 0.00 -Vert- 0.00 -Vert- deflY(T) dxL 0.00 L/999 0.00 0.05 L/946 0.00 0.05 L/937 0.00 0.00 L/999 0.00 0.00 L/999 0.00 Plywd [FBC pass #21300 24.00][00 1.25)[90 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 4.0 [y=15.8]1 06] Diaph 30 PLF @ 0.0 to 30 @ 1.2 [y= 6.8][ 04] 20 PLF @ 0.0 to 20 @ 4.0 [y= 6.8][ 06] 20 PLF @ 0.0 to 20 @ 4.0 [y= 6.81[1006] Brg.# 1 Ver.R= 70.7 plf Hor.R= -0.0 plf [MWFRS ASCE Perp/L++][OC 24.00][DF 1.60](90 1] dxT Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8[[ 06] -10 PLF @ 1.3 to -10 @ 4.0 L [y=12.8][100% 0.00 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 04] 0.01 -12 PLF @ 0.2 to -12 @ 4.0 [y=11.8][1006) 0.00 Brg.# 1 Ver.R= -1.3 plf Hor.R= 1.7 plf [MWFRS ASCE Perp/L+-][0C 24.001[00 1.60][90 1] 0.00 Repetitive Factors Used: Yes ---- 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8[[[ 0%] -10 PLF @ 1.3 to -10 @ 4.0 L [y=12.8][100%] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 06] 12 PLF @ 0.2 to 12 @ 4.0 [y=11.8][100%] Brg.# 1 Ver.R= 22.2 plf Hor.R= 1.7 plf ----------------- -- -- -- [MWFRS ASCE Perp/L-+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.81( 06] -43 PLF @ 1.3 to -43 @ 4.0 L [y=12.81[100%1 10 PLF @ 0.0 to 10 @ 4.0 [fy= 6.8](( 06] -12 PLF @ 0.2 to -12 @ 4.0 [y=11.81[100%] Brg.# 1 Ver.R= -22.6 plf Hor.R= 7.0 plf [MWFRS ASCE Perp/L--][OC 24.00][DF 1.60] [NM 1) Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8]] 061 -43 PLF @ 1.3 to -43 @ 4.0 L [y=12.8][100%] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8]( 06] 12 PLF @ 0.2 to 12 @ 4.0 [y=11.81(100%] Brg.# 1 Ver.R= 0.9 plf Hor.R= 7.0 plf [MWFRS ASCE Perp/R++][OC 24.00][DF 1 60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8][ 061 -27 PLF @ 1.3 to -27 @ 4.0 L [y=12.8][1006] 10 PLF @ 0.0 to 10@ 4.0 [y= 6.8]] 06] -12 PLF @ 0.2 to -12 @ 4.0 [y=11.8)(1006] Brg.# 1 Ver.R= -12.0 plf Hor.R= 4.4 plf [MWFRS ASCE Perp/R+-][OC 24.00](DF 1.601[8M 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.6][ 0%] -27 PLF @ 1.3 to -27 @ 4.0 L [y=12.8][100%] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8]) 06] 12 PLF @ 0.2 to 12 @ 4.0 [y=11.81[1009] Brg.# 1 Ver.R= 11.4 plf Hor.R= 4.4 pif [MWFRS ASCE Perp/R-+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.81[ 061 -27 PLF @ 1.3 to -27 @ 4.0 L [y=12.8](1006] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 06] -12 PLF @ 0.2 to -12 @ 4.0 [y=11.8][1006] Brg.# 1 Ver.R= -12.0 plf Hor.R= 4.4 plf [MWFRS ASCE Perp/R--][0C 24.00][DF 1.603[NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.81( 06] -27 PLF @ 1.3 to -27 @ 4.0 L (y=12.8][1003] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.81 01 12 PLF @ 0.2 to 12 @ 4.0 [y=11.81[1001 Brg.# 1 Ver.R= 11.4 plf Oor.R= 4.4 p1 [MWFRS ASCE Parl++][OC 29 00][DF 1.60(300 11 Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.811 01 -10 PLF @ 1.3 to -10 @ 4.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8]( 0+ -12 PLF @ 0.2 to -12 @ 4.0 [y=11.8][1001 Brg.# 1 Ver.R= -1.3 plf Hor.R= 1.7 p1 [MWFRS ASCE Parl+-][OC 24.00][DF 1.60][90 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.81( 05 -10 PLF @ 1.3 to -10 @ 4.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 05 12 PLF @ 0.2 to 12 @ 4.0 [y=11.8][1001 Brg.# 1 Ver.R= 22.2 plf Hor.R= 1.7 p1 [MWFRS ASCE Parl-+][0C 24.00][00 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.811 01 -52 PLF @ 1.3 to -52 @ 4.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8]( Oi -12 PLF @ 0.2 to -12 @ 4.0 [y=11.8](100( Brg.# 1 Ver.R= -28.7 plf Hor.R= 8.6 p1 [MWFRS ASCE Parl--][0C 24.00][00 1.60][NM 11 Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8][ 01 -52 PLF @ 1.3 to -52 @ 4.0 L (y=12.8][1( 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 01 12 PLF • 0.2 WE 12 @ 4.0 (.y=11.8])1001 Brg.# 1 1/2Mr1/2.4R144,03.3 plf o 8.6 pl • • 4o. IWFRS ASWerpD4+-] [0C 24.001[40-601M Repetitivl Faetors4Used: Yes • • 31 PLF R 1.20n31 @ ?.E Vt15!d] [ 01. 10 PLF @ 1..to -10 @ y 0 L ty=12.8][1( 20 PLF @ 0.0 to 20 0 44 44144464611 05' • • • • 12 PLF e00.2 lb 12 @ !.0 [y=1198][100( • I;r #1V .R! 1'08 plf • 1.7 pl {41WFRS ASIE•Ptp�D/L••] [0C 24}06]480.1.60] [NM • Repetitive FacttrsiUsed: Xpi •• •• 31 PLF @ 1.2 t"o. 31 @ T.7VIV8][ Oi r43 PLF @ 1.34to -43 @ 4.0 L4(y=12.8] [1( • • • 20 PLF @ 0.0 to 20 @ 4.0y=46.8[[ 01/2 • • 12 PLF •0.2.1 12 @ (t.4 �}r 7�d131005 • • Brg.# 1 Ver.R= 25.5 plf ior.R=;:. 7.0 p] • • 1MWFRS AS E•PidL14t -3 [00 24!00] [00 1160] [NM Repetitiv Laf rs sed: Yes 31 PLF @ 1.2 to 31 @ 4.0 [y=15.81[ 05 -27 PLF @ 1.3 to -27 @ 4.0 L [y=12,8][1( 20 PLF @ 0.0 to 20 @ 4.0 [y= 6.8]( 05 12 PLF @ 0.2 to 12 @ 4.0 (y=11.8](1005 Brg.# 1 Ver.R= 36.0 plf Hor.R= 4.4 p] [MWFRS ASCE Pr D/R--][OC 24.00][00 1.60][NM Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @. 4.0 [y=15.81( 05 -27 PLF @ 1.3 to -27 @ "4:0 L"[y=12'.8'][1( 20 PLF @ 0.0 to 20 @ 4.0 [y=.6_;B]1. 01/2 12 PLF @ 0.2 to 12 @ 4.0 (y=11.81[1005 Brg.# 1 Ver.R= 36.0 plf Hor.R=_9_4 p1 [MWFRS ASCE Pr1D+-][OC 24.00][DF 1_60]{.NM 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 4.0 {y=15':8]•) Oi -10 PLF @ 1.3 to -10 @ 4.0 L [y=12.8][1( 20 PLF @ 0.0 to : 20 0 4.0 [y= 678][ Oi 12 PLF @ 0.2 to 12 @ 4.0 [y=11.81[1005 Brg.# 1 Ver.R= 46.8 pif Hdr,R= " i.'7 p1 [MWFRS ASCE PrD1--][0C 24. Repetitive Factors Used: 31 PLF @ 1.2 to 31 @ -52 PLF @ 1.3 to -52 @ 20 PLF @ 0.0 t0 20 @ 12 PLF @ 0.2 t0 12 @ 001 [DF"1.'60]]NM 11 4 Yes [y=15.81[ 05 4.0 L' [y=12.8][1( - 4.0'[3t=68]] 4.0 [y=11.8)(1005 Brg.# 1 Ver.R= 19.3 plf Hor.R= 8.6 plf [C&C ASCE Wind Lt -+][OC 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -115 PLF @ 1.3 to -115 @ 4.0 L [y=12.8][1008] 10 PLF @ 1.2 to 10 @ 4.0 [y=15.81( 0%] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 0%] -12 PLF @ 0.2 to -12 @ 4.0 [y=11.8][1008] [C&C ASCE Wind Rt -+][0C 24.00][DF 1.601[80 1] Repetitive Factors Used: Yes -115 PLF @ 1.3 to -115 @ 4.0 L [y=12.8][1008] 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8]( 08] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 08] -12 PLF @ 0.2 to -12 @ 4.0 [y=11_8][1008] [C&C ASCE Wind Lt --][0C 24.00]]DF 1.60][80 1] Repetitive Factors Used: Yes -115 PLF @ 1.3 to -115 @ 4.0 L [y=12.8](1008] 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8][ 08] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8]( (8] 12 PLF @ 0.2 to 12 @ 4.0 [y=11.8][1008] -- ---------------- [C&C ASCE Wind Rt --][00 24.00][80 1.60][80 1] Repetitive Factors Used: Yes -115 PLF @ 1.3 to -115 @ 4.0 L (y=12.8][1008] 10 PLF @ 1.2 to 10 @ 4.0 [y=15.8][ 08] 10 PLF @ 0.0 to 10 @ 4.0 [y= 6.8][ 0%) 12 PLF @ 0.2 to 12 @ 4.0 [y=11.8][1008] [C&C ASCE Wind Lt --D1[00 24.00][00 1.60][NM 1) Repetitive Factors Used: Yes -115 PLF @ 1.3 to -115 @ 4,0 Ly=12.8][1008] 31 PLF @ 1.2 to 31 @ 4.0 [y=15.8][ 0%1 20 PLF @ 0.0 to 20 @ 4.0 [y= 6.81[ 08] • • 12 PLF @ 0.2 to 12 @ 4.0 [y=11_811[1008] • • • [C&C ASCE Wind Rt--D]]0C 24.00][DF 1.60][NM 1] • • • ••• • a • Repetitive Factors Used: Yes • • • • • •• PLF • 1.3 to -115 @ 4.0 L [y=12.8 [1008] • 31 PLF @ 1.2 to 31 @ 4.0 [y=15.8][ 8] • • • 20 PLF @ 0.0 to 20 @ 4.0 [y= 6.8][ 08] •••••• 12 PLF @ 0.2 to 12 @ 4.0 [y=11.8][1008] • ' ' • • • • • --------- --- ----= ----__-_-_-= _ • • • • • ••• •.. • • • • •• •• •• ••••a•'. • • • • • • • • ••••••: • • • • ' • • • • • •••r•• •• • •••• •' • • • ,• •• • Job:(16124N) / MV6 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Value Set: 136 (Effective 6/1/2013) Top chord 2x4 SP #2 N Bot chord 2x4 SP #2 N Webs 2x4 SP #3 Lumber value set "13B" uses design values approved 1/30/2013 by ALSC See DWG VAL180101014 for valley details. MWFRS loads based on trusses located at least 7.50 ft. from roof edge. PLT. TYP.-WAVE 12 3 175 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C8C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 8] W1.5X4 S 2.25 1111.5X4 III 4 8) T FLORIDA QUALITY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3633 PARK CENTRAL BLVD. POMPANO BEACH, FL 33064 DESIGN CRIT=FBC2014RES/TPI-2007 FT/RT=20%(0%)! 1(0) QTY= 1 TOTAL= 1 "WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWIN3I "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses requite extreme care 61 fabricating, handling, ahippbg, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior to performing these ft notions. Irmtallen shall prwlde temporary bracing per SCSI. Unless noted othemise. top chord shall have properly attached arching sheathing and bottom chord chap have a properly attached rigid calling. Locations shown for permanent lateral resaaint 0) webs shill have bracing installed per SCSI sections 03, 07 or 810, as applicable. Apply Plates to each face of truss and position as shown above and on the Joint Details, u0ess noted otherwise. Refer to drawings 160A -Z for standard plata positions. ITW Building Components Group Inc. shall not be responofJe for any deviation from this drawing. Sy failure to build the truss in conformance with ANS61'P1 1, or for handMg, shipping. Instillation bradng of trusses. A sal on this drawing or tow paps aging this dmvirg, Indicates acceptance of professional engineers; respotnmmby solely for the design shown. The aitabNly and use of this drewlno for any atruoture is the reaporomSty of the Building Designer perAN8PrPI 1 Seel. For more information see this job's general notes page and these web sites: ITWBCG: www.itwbcg.00rn: TPI: o 63pinet.og:WfCAwmw.sbdndusby.corn; ICC: www.iccmfe.org R=111plf U=100pIf RL=10plf W=5'11"8 (Rigid Surface) 11'3"10 • • • • • •• • • •••• • • • • • • • • • • • • • • • • • • • • • • •• • • • • •• • • • • • •• • •• • • • • • • • • • • • • • • • • • • • •••• • • • •• • SEQ = 489195 REV. 15.01.01 C.0610.23 SCALE =1.0000 .• • •, • •. • • • • • • • • • TC LL TC DL BC DL BC LL TOT.LD. 30.0psf 15.0psf 10.0psf O.Opsf 55.0psf REF DATE 12-22-2016 DRWG 0/A LEN. 51108 DUR.FAC. 1.25 JOB #: 16124N SPACING 24.0° PTE. VAL . [ALPINE](FBC2014Res/TPI-20071[14V6][161240/]] [TCLL 30.0][TCDL 15.0][BCDL 10.0][BCLL 0.0](DF 1.251100 24.0][NM 1](SOFFIT 2.01 ===Bearings==IX-Loc]]React][Min Size Req]== [ 0.00][ 660]] 108h][0.13[ EndPts MaxTen MaxComp AXL BND CSI GLC S Grade 3- 5 9 -89 0.00 0.63 0.63 1 4 SP #2 N 4- 8 92 0 0.02 0.50 0.51 1 4 SP #2 N 6- 7 214 -208 0.06 0.10 0.16 22 4 SP #3 1- 2 66 -117 -=-= Plate Member =-=- PLATE MEMBER 1- 3 0 -94 0.00 0.37 0.37 1 4 SP #2 N 0- 2 0 -0 -= =Fictious Member=-=- SP #2 N 3- 4 203 -111 -=-= Plate Member =-=- PLATE MEMBER 2- 4 77 0 0.02 0.50 0.51 1 4 SP #2 N 5- 6 208 -214 -=-=Fictious Member=-=- SP 03 7- 8 208 -214 -=-=Fictious Member=-- SP 03 EndPts MaxTen MaxComp AXL GLC S Grade Length Brace Node X -Loc 0 0.00 1 0.15 2 0.15 3 2.33 4 2.37 5 5.96 6 5.96 7 5.96 8 5.96 Y -Loc 11.30 11.34 11.30 11.74 11.45 12.64 12.64 11.45 11.45 (STD.AUTO.LOAD][OC 24.00][DF 1.251[NM 1) Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 @ 6.0 [[y=15.8][ 0%] 30 PLF @ 0.0 to 30 @ 1.2 [y= 6.3]( 0%] Length Pitch Brace 20 PLF @ 0.0 to 20 @ 6.0 [y= 6.3]( 01] 44.83 3.00 Plywd 60 PLF @ 1.2 to 60 @ 6.0 [y=15.8](100%] 43.07 -0.00 Diaph 60 PLF @ 0.0 to 60 @ 1.2 y= 6.3][100%] 10.77 -Bending Web- Brg.# 1 Ver.R= 110.7 plf Hor.R= 0.0 plf 0.50 -Vert--------- 26.68 2.16 Plywd [FBC pass 82](OC 24.00][98 1.251[081 1] 1.75 -0.24 Repetitive Factors Used: Yes 3.47 -97.48 31 PLF @ 1.2 to 31 @ 6.0 [y=15.8][ 0%] 26.74 0.80 Diaph 30 PLF @ 0.0 to 30 @ 1.2 (y= 6.31( 00] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 6.0 [y= 6.3][ 0%] 0.00 -Vert- 20 PLF @ 0.0 to 20 @ 6.0 [y= 6.3][100%1 Brg.# 1 Ver.R= 70.7 plf Hor.R= 0.0 plf Plate Cq JSI Method deflY(L) def1Y(T) 384(811 1.584 1.5X4[8] 0.80 0.13 0.80 0.76 N 0.80 0.98 N 0.00 L/999 0.00 L/999 0.10 L/697 0.23 L/307 0.10 L/688 0.23 L/303 0.00 L/999 0.00 L/999 0_00 L/999 0.00 L/999 dxL 0.00 0.01 0.00 0.01 0.00 dxT 0.00 0.03 0.00 0.01 0.00 [MWFRS ASCE Perp/L++][0C 24.001[98 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.8][ 01] -10 PLF @ 1.3 to -10 @ 6.0 L [y=12.8][1000] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 00] -12 PLF @ 0.2 to -12 @ 6.0 [y=11.31[100%] Brg.# 1 Ver.R= -1.6 plf Hor.R= 2.0 plf [MWFRS ASCE Perp/L+-][0C 24.00](DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 (y=15.8][ 0%] -10 PLF @ 1.3 to -10 @ 6.0 L [y=12.8][100%] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.31[ 00] 12 PLF @ 0.2 to 12 @ 6.0 [y=11.3][1001] Brg.# 1 Ver.R= 22.2 plf Hor.R= 2.0 plf [MWFRS ASCE Perp/L-+][0C 24.00][98 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.8][ 0%] -43 PLF @ 1.3 to -43 @ 6.0 L [y=12.8][10001 10 PLF @ 0.0 to 10 @ 6.0 (y= 6.3)[ 00] -12 PLF @ 0.2 to -12 @ 6.0 [y=11.31(100%] Brg.# 1 Ver,R= -26.5 plf Hor.R= 8.2 plf (MWFRS ASCE Perp/L--][0C 24.00][DF 1.601[NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.8]1 01] - 43 PLF @ 1.3 to -43 @ 6.0 L [y=12.8][1000] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 01] 12 PLF @ 0.2 to 12 @ 6.0 [y-11.31[100%] Brg.# 1 Ver.R= -2.7 plf Hor.R= 8.2 plf [MWFRS ASCE Perp/R++1[0C 24.001(DF 1.601(NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.811 0%] - 27 PLF @ 1.3 to -27 @ 6.0 L [y=12.81110001 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 00] -12 PLF @ 0.2 to -12 @ 6.0 [y=11.31[100%] Brg.# 1 Ver.R= -14.2 plf Hor.R= 5.1 plf [MWFRS ASCE Perp/R+-]]OC 24.00][DF 1.60][NM 1) Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.8][ 00] - 27 PLF @ 1.3 to -27 @ 6.0 L (y=12.8][1003] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.311 01] 12 PLF @ 0.2 to 12 @ 6.0 [y=11.3][100%] Brg.# 1 Ver.R= 9.6 plf Hor.R= 5.1 plf [MWFRS ASCE Perp/R-+][0C 24.001188 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 )y=15.81] 00] -27 PLF @ 1.3 to -27 @ 6.0 L [y=12.81[1000] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 00] -12 PLF @ 0.2 to -12 @ 6.0 [y=11.3[[1000] Brg.# 1 Ver.R= -14.2 plf Hor.R= 5.1 plf [MWFRS ASCE Perp/R--][0C 24.00][DF 1.60]0 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.) [y=15.8[[ 0%] -27 PLF @ 1.3 to -27 @ 6.) L [y=12.8][100%] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 01 12 PLF @ 0.2 to 12 @ 6.0,[y=11.3][1005 Brg.# 1 Ver,R= 9.6 plf Hor,R= 5.1 p] [MWFRS ASCE Parl++][00 24.001[98 1.60]{NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.811 05 -10 PLF @ 1.3 to -10 @ 6.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 0+ -12 PLF @ 0.2 to -12 @ 6.0 [y=11.3][1005 Brg.# 1 Ver.R= -1.6 plf Hor.R= 2.0 p] [MWFRS ASCE Parl+-][00 24.00][DF 1 60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.8][ 05 -10 PLF @ 1.3 to -10 @ 6.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3][ 05 12 PLF @ 0.2 to 12 @ 6.0'[y=11.3][1001 Brg.# 1 Ver.R= 22.2 plf Hor.R= 2.0 p] [MWFRS ASCE Parl-+][0C 24.001[DF 1.60][NM 1] Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 (y=15.8] 05 -52 PLF @ 1.3 to -52 @ 6.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 6.0 (y= 6.31[ 05 -12 PLF @ 0.2 to -12 @ 6.0 [y=11.31[1001 Brg.# 1 Ver.R= -33.7 plf Hor.R=,10.0 p] [MWFRS ASCE Peri --][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 10 PLF @ 1.2 to 10 @ 6.0 [y=15.8][ 01 -52 PLF @ 1.3 to -52 @ 6.0 L [y=12.8][1( 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.31] 01 12 PLF 0.2 WI 12 @ 6.0 [y=11.31[1001 Brg.# 1 V4rt1t4 • 09,9 plf Hor.R= 10.0 p] • • • • =MWFRS ASZF•PrpD4L+-1[00 24.00][iF•1.60][NM Repetitive Faetors•Used: Yes • • 31 PLF! 1.2tb 31 @ 01 10 PLF @ 1. to 10 @ 0 L [y j2.8J [1( 20 PLF @ 0. to 20 @ :i4.[:}--•6.3] [ 05 • • • • 12 PLF 000.2 lb 12 @ 6.0 ]y=1113[[1001 • • • • • lrg.# 1 ir.Rt• • Q9_7 plf �� ii • 2.0 p] • IMWFRS AS6B�Prpp1/U-) [0C 24e0BjKI 1.60] [NM '?lepetitive Facto slsed: ye •• •• 31 PLF @ 1.2 !o• 31@ .'[¢=:5•.8[[ 01 43 PLF @ 1.4 to -43 @ 6.0 L•[ =12.8][1( • • • 20 PLF @ 0.0 to 20 @ 6.0.j2=06.31( 01 • • 12 PLF �•�4:0 12 @ E.!'j!1!3] [1005 • • Brg.# 1 Ver.R= 23.9 plf iior.R= • 8.2 p] • • ¶MWFRS ASCE•k4}RI- ] [00 24400110F 1!60] [NM RepetitivI N'aiors•Used: Yes 31 PLF @ 1.2 to 31 @ 6.0 [y=15.8][ 01 -27 PLF @ 1.3 to -27 @ 6.0 L [y=12.8](1( 20 PLF @ 0.0 to 20 @ 6.0 [y= 6.3][ 0] 12 PLF @ 0.2 to 12 @ 6.0 [y=11.31(1001 Brg.# 1 Ver.R= 36.2 plf Hor.R= 5.1 p] [MWFRS ASCE PrpD/R-,-][OC 24.001[98 1.60][NM Repetitive Factors Used:. Yes 31 PLF @ 1.2 to 31 @ 6.0 [y=15.8] [ 01 -27 PLF @ 1.3 to '-27 @ 16:0 L [y=12.81(1( 20 PLF @ 0.0 to 20 @.. 6,0,(y= 4.3][ 01 12 PLF @ 0.2 to 12 @ 6.0 [y=11.31(1001 Brg.# 1 Ver.R= 36.E p1f.Hor_A= -__ 5.1 p] [MWFRS ASCE Pr1D+-][0C 24.-00}[DF 1:60}[NM 1] Repetitive Factors Used: Yes 31 PLF @ 1.2 to 31 '8' 6:0 [y=L5.8] [ 01 -10 PLF @ 1.3 to -10 @" 6.0 L [y=12.8][1( 22 PPI',; @ 0.0 to:.20.0 66:.0.'[yy=16:,3]{ 1001 Brg.# 1 Ver,R= 48.7 plf Hor.R 2.0 to] [MWFRS ASCE PrD1--][0C 24. Repetitive Factors Used: 31 PLF @ 1.2 to 31 @ -52 PLF @ 1.3 to -52 @ 20 PLF @ 0.0 tb • "20'T 12 PLF @ 0.2 to 12 @ 003(DF1...60][NM 1] Yes 6.0 [y=15.8]( 01 6.0 L [y=12.8)(1( '6.13°Tye="6:'3r]`0' "01 6.0 (y=11.31[1001 Brg.H 1 Ver.R= 16.7 plf Hor,R= 10.0 plf [C&C ASCE Wind Lt -+][00 24,00][DF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 6.0 [y=11.3][1000] 10 PLF @ 1.2 to 10 @ 4.2 [y=15.8][ 0%] - 61 PLF @ 4.2 to -61 @ 6.0 L [y=12.8][1009] 10 PLF @ 4.2 to 10 @ 6.0 (y=15.8][ 001 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.31( 0%1 -113 PLF @ 1.3 to -113 @ 4.2 L [y=12.3][100%] (C&C ASCE Wind Rt -+][0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes -12 PLF @ 0.2 to -12 @ 6.0 [y=11.3][1000] 10 PLF @ 1.2 to 10 @ 3.0 [y=15.8]1 09] -113 PLF @ 3.0 to -113 @ 6.0 L [y=12.8][1009] 10 PLF @ 3.0 to 10 @ 6.0 [y=15.8][ 09] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3]( 09] -61 PLF @ 1.3 to -61 @ 3.0 L [y=12.0][1009) [C&C ASCE Wind Lt --](0C 24.00][DF 1.60][NM 1] Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 6.0 [y=11.3][1000] 10 PLF @ 1.2 to 10 @ 4.2 y=15.81[ 09] -61 PLF @ 4.2 to -61 @ 6.0 L [y-12.8](1003] 10 PLF @ 4.2 to 10 @ 6.0 ]y=15.8] ( 00] 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.3]( 0%] - 113 PLF @ 1.3 to -113 @ 4.2 L [y=12.3][10001 [C&C ASCE Wind Rt --][0C 24.00][DF 1.60][NM 11 Repetitive Factors Used: Yes 12 PLF @ 0.2 to 12 @ 6.0 [y=11.3][1009] 10 PLF @ 1.2 to 10 @ 3.0 ]y=15.8][ 09 -113 PLF @ 3.0 to -113 @ 6.0 L (y=12.81(100%1 10 PLF @ 3.0 to 10 @ 6.0 157=15.8)(0%] • • 10 PLF @ 0.0 to 10 @ 6.0 [y= 6.31( 091 • • • -61 PLF @ 1.3 to -61 @ 3.0 L [y=12.01[1009] • • • • • • • • [C&C ASCE Wind Lt--D][0C 24.00)(DF 1.60][NM 1] • • • •••••• Repetitive Factors Used: Yes • 12 PLF @ 0.2 to 12 @ 6.0 [y=11,3][1009] • i • 31 PLF @ 1.2 to 31 @ 4.2 [y=15.8][ 09] •••• • • • • • -61 PLF @ 4.2 to -61 @ 6.0 L [y=12.8][[100%] • • • • • 31 PLF @ 4.2 to 31 @ 6.0 [y=15.8][ 00] •••• • • • 20 PLF @ 0.0 to 20 @ 6.0 [y= 6.3]1 091 • • 2 2 ••• •• •••••• -113PLF @ 1.3 to -113 @ 4. L [y=1 .3][1009] • • • • [C&C ASCE Wind Rt --D][00 24.00][DF 1.601[00 1]41 Repetitive Factors Used: Yes • • 12 PLF @ 0.2 to 12 @ 6.0 [y=11.31[100%1 • • • •• 31 PLF @ 1.2 to 31 @ 3.0 (y=15.81[ 0% • • • • • �. -113 PLF @ 3.0 to -113 @ 6.0 L [y=12.8][1003] • • • 31 PLF @ 3.0 to 31 @ 6.0 [y=15.8][ 00] •• • •• • • • . • • 20 PLF @ 0.0 to 20 @ 6.0 [y= 6.3][ 09] . • • - 61 PLF @ 1.3 to -61 @ 3.0 L ]y=12.0][1000] • • • ANCHORAGE AND RESTRAINT OF LATERAL BRACING THIS IS A DANGEROUS CONDITION II I V 17 Tiro I1 Is 11 SHEATHING FIG. 1 C01&PRESSIONREBs,� TO PREVENT THIS Mon AND AFTER FAILURE, ANCHOR BUCKLING. OR RESTRAIN THE LATERAL BRACING! CONTINUOUS LATERAL BRACING (CLB) MAINTAINS SPACING, BUT PERMITS LATERAL BUCKLING OF ALL WEB MEMBERS AT THE SAKE TIME. BEARING FOR TRUSSES USE METHOD SHOWN IN FIG. 2, 3A & 32, OR ANOTHER STRUCTURALLY SOUND METHOD SPECwis'D BY PROFESSIONAL ENGINEER OR ARCHITECT. FIG. 2 FIG. 3A ANCHORAGE BY BUILDING DESIGNER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). SWATHING ANCHORAGE (BY BUILDING DESIGNER) INTO SOLID END APPROX.� WALL — RESTRAINS LATERAL 46th BRACING, THEREBY PREVENTING WEB BUCKLING. DIAGONAL BRACE RESTRAINT (DBR) WITHIN THE UNIT (3A & 313) THE DRAWING BELOW (FIG. 32) SHOWS HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLB — \—\.9.). WHEN ANCHORAGE IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL BRACE RESTRAINT (DBR —CM) MEMBERS ARE 2X4'S, THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED. DIRECTLY TO THE CLB OR TO THE WEB OPPOSITE THE ChB. USE THE SAME NAILING SHOWN IN FIG. 3A. SHEATHING N ' • t COMPRESSION WEB, oSLOPING OR VERTICAL. 02 WEB NEEDING BRACING. CLB CLB COMPRESSION WEB CE LI NG DBR MAY TRAVERSE MORE THAN TWO TRUSSES, DEPENDING ON TRUSS HEIGHT. 2X4 #3 OR STUD GRADE DER NAMED p TO OPPOSITE SIDE OF WEB AND (\ ,{ REPEATED AT APPROXI(ATELY 20 FOOT INTERVALS TO RESIST LATERAL MOVEMENT. ATTACH TO WEBS WITH (2) 16d COMMON (0.162' X 3.6'.MIN) NAILS. 1,000 • •• 0• • Building Components Group Inc. Earth CIIy. MO 63045 -Ummla" RUN AND 10Lim1 ALL NOES ON TIffi tt�o ?mese require extreme ears is labrteattnp handling, shipping. Ins6Dicg and Mooing. Refer to and tenet Dm (Hundtrs Campm.5 Safety tofermatlan. Lf TPI end WM) car rtet7 puaetieee Prior to pmfermtn theme I.moII oe. Installers shalt prer2e taimpirrery breams per E. Doter noted etheaelm. top abort alien bine _�parpo 0, attached structural smile wed battens shard Khan hare a properly etteohedwens mations D9 k 07. the this jab'. sheen for �t nates page for more information. lateral restraint a! webs than hare Muting �lened per DCdI »D0P0Rr5877 rowan COPT 07 0018 MOON 80. DL4ZAll&LONrCOFIRIC[g,1. IIT 0unding Cempenents Oram Ioa gy�gg�p]] shin not be rryeedbIe few rag dirlalloa hada this design. /my Where to build the trims bt eeelarmanos .Dh TPI, or fafioteattap'. ham, shipping, installing k (M000iing et �taimer. MB trimmest CA eenneder plates are made at 20/10/1801 (wE/8/8) A2G1 AC63 Pads 127/40/60 steel. ato of eidaabove RWAIL A seal this drawing eater peeachtamnla „t7 solely for the lanae eomps.ent dsatpu shows The e.NalaJDp and use of this oempaneat for any balding Li the rspantl �t� e! the 0 Dealgner per AN81 1 Bee. 2. 'r ori wrtitabepeem; 7712 esrtplasteang • w•r.Ldadustrpoeac ICC nwcieaaafe.org REF BRACE RESTRAINT DATE 1/1/09 DRWG BRCLBANC0109 0000 • • . •0•• • •••• • 000 • • .e0 0000 • • • *eche • .•.• • GENERAL NOTES Trus are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, installing and temporary restraining and bradng of trusses. Refer to j3CSI Guide to Good Practice for Handling. Installing. Restraining & Bracing of Metal Plate Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the )3CSI-B3 Summar/ Sheet - Permanent RestraintJBradng of Chords & Web Members for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de ntnglin modo que identifique la frecuenda o local!zadon de restricd6n lateral y arriostre diagonal temporales. Use las recomendadones de manejo, instaladon, restricdon y arriostre temporal de los trusses. Vea el folleto I3CSI Guia de Buena Practice para el Menejo. Instaladon. Restdccton v Ardostre de los Trusses de Madera Conectados mn Places de Metal para informadon mas detallada. Los dibujos de dtse"no de los trusses pueden espedficar las locdllzadones de restr!cddn lateral permanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen FCSI-B3 - Restdcden/Arriostre Permanente de Cuerdas y Mlembros Seaundados para mas information. El resto de los diseiios de ardostres permanentes son la responsabilldad del Meador del Ed!fido. ZSThe consequences of improper handling, erect- ing, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. El resultedo de un manejo, levantamiento, instaladen, restricden y arrisotre incorec o puede ser la calda de la estructura o aim peor, heridos o muertos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando corte los empaques. HANDLING - MANE]O ifs Avoid lateral bending. — Evite la Flexion lateral. The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. EI contratista tlene la responsabilidad de redbir, descargar y almacenar adecuada- mente los trusses en la obra. L? _! If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to BCSI Guide to Good Practice for Handli g. Installing. Restraining & Bracing of Met. • • for more detailed information pertaining to handling and jobsite storage of truce. Si los trusses estaran guardados horizon- talmente, ponga bloqueando de altura suficiente detras de la pita de los trusses. Para trusses guardados por mas de una semana, cubra los paquetes para prevenir aumento de humedad pero permita venti- lacion. Vea el folleto 8CSI Guia de Buena Practice para el Man-jo. Instaladon. Restriction v Ar- .z.- •- I. - reM..-n• •n-w,d. con Places de Metal para informadon mas detallada sobre el manejo y almacenado de los trusses en area de trabajo. 0 o 141 ,f Use spedal care In windy weather or near power lines and airports. Spreader bar for truss Utllice auidado espedal en dias ventosos o cerca de cables electricos o de aeropuertos. CiUse proper rig- ging and hoisting equipment. Use equipo apropiado para levantar e improviser. Do not store unbraced bundles upright No almacene verbcalmentelos trusses sueltos. • ••• • ••• Do not%tol% on • No atmaltne en • uneven gjq;lnd. tura cj�igu� HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Waming! Don't overload the crane. iAdvertencia! iNo sobrecarge la grim! Never use banding alone to lift a bundle. Do not lift a group of Individually banded bundles. Nunca use solo los empaques para levantar un paquete. No levante un grupo de empaques individua!es. QA single lift point may be used for bundles with trusses up to 45. Two lift points may be used for bundles with trusses up to 60'. Use at least 3 lift points for bundles with trusses greater than 60'. Puede usar un solo lugar de levantar para paquetes de trusses hasta 45 pies. Puede usar dos puntos de levantar para paquetes mas de 60 pies. Use por to menos fres puntos de levantar para paquetes mas de 60 pies. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALACIUN POR LA MANO DE TRUSSES INDIVIDUALES 6 Waming! Do not over load supporting structure with truss bundle. iAdvertendal No sobrecargue la estruc apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en una posit moble. EiTrusses 20' or less, sup- port at peak. Levante del pico los trusses de 20 pies o mens. c. -.- r., Trusses up to 20' - Trusses hasta 20 pies Trusses 30' or less, support at quarter points. Levante de los cuartos de tramo los trusses de 30 pies o mends. Truss cs up to 30' - Trusses hasta 30 pies HOISTING OF SINGLE TRUSSES—LEVANTAMIENTO DE TRUSSES INDIVIDU/ I Hold each truss in position with the erection equipment until top chord temporary lateral restrs ' " , is installed and the truss is fastened to the bearing points. Sostenga cada truss en position con equipo de gala hasty que la restriction lateral temporal d cuerda superior este instalado y el truss esti asegurado en los soportes. AWaming! Using a single pick point at the peak can damage the truss. iAdvertenda! El use de un solo lugar para levantar en el pico puede hacer dano al truss. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Tagline Toe -in Spreader'bar 1/2 to 2/3 truss length TRUSSES UP TO 60' TRUSSES HASTA 60 PIES Tagline Approx. 1/2 —� truss length TRUSSES UP TO 30' TRUSSES HASTA 30 PIES Locate Spreader bar above or seeback Md -height Attach 10' o.c. MEM TagMe U Imo_ Spreader bar 2/3 to 3/4 truss length TRUSSES UP TO AND OVER 60' TRUSSES RASTA Y SOBRE 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL ./.k Refer to BCSI-B2 Summar/ Sheet - Truss Installation & Temporary Restraint/Bracing_for • fnore information. Vea el resumen BCSI B2 - Restriction/ • Arriostre Temporal v Instaladen de los • • *Trusses para mas information. • • • • •• Locate ground braces for first truss directly in line with all rows of top chord temporary lat- eral restraint (see table in the next column). ••• C•loque los ariostres de tierra para el primer fess directamente en linea con cada una de I� Was de restriction lateral temporal de la cserda superior (yea la table en la proxima columna). ®Do not walk on unbraced trusses. No camine en trusses sueltos. Top Chord Tempt Lateral Restraint (TCTLR) 7x4 min. Brace first truss .g-- securely before erection of additi truccnq, CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECa1F u CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T—BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPEW al) IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE—RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SIZE SPECIFIED CLB BRACING ALTERNATIVE BRACING T OR L—BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2.118 1 ROW 2X4 1-2X8 2X8 2 ROWS 2X8 2-2X4(*) 2X8 1 ROW 2X8 1-2X8 27:8 2 ROWS 2X8 2-2X8(*) T—BRACE, L—BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. T -BRACING OR L -BRACING: APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 8" 0.C. BRACE IS A MINIMUM 809 OF WEB MEMBER LENGTH T—BRACE OR L—BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MIN) NAILS. AT 8" 0.C. BRACE IS A MINIMUM BOX OF WEB MEMBER LENGTH T—BRACE L—BRACE • • • • • • • •• • • •. • •• ••• ••• • SCAB BRACE • • • • •• • •• • • • • • •• ••• • • • •• • • • • •• • • •• • •• • • • • • • • • • • • Bufding Components Group Inc. Earth City, MO 83045 WRAD ONIN• IMAD AND MOT ALL 183 ON 71D3 >GENTI Torer moire mama aro inn hbsbaUnd. . �PPin& bpi end bm e . Dde to rod fellow them !ma'am that information. byb19i and 117Gpd�)r Ica nM1 praetler prior to p fe 1n .hon ba. pp�nweppem4y .theb.d .traneme.1 ymnti .nu bM m ehO 1304.8 nbaw. nnnt.d otherwise, d .dbord eeffiat. Ine.Ueoa •hewn for pamanmt lama restraint et web. shat Lace �e�b "•"ems �1 ,,cams 1t3 Y D7. 8.. tbh Job's amen! ads pots for mesa tntmmsU®. ta.a3ed Dm «Dar�rdna 1U wp7 Or t7D3 DHCIN to not be res CONft*C0Oi 011 Beildlot Orosp foo. Forman .1.D set b. for ay darl.Uon from tM. detlp. any Minn to b0!14 tt. otos 1n conformance 8D3 171, er fabricating, bendain4 ahtppml. thatalling • bracing et tsnr... MINN eonn.atm plats ao mad. d 10/10/1361 (VAI/8/11) ASSY A333 pada 37/40/60 A C. Math App1y plat« to .soh Sas of trim, positioned 1. .born above and m Joint Details. for the trim tof. dsaolne s eoem pep faddl is a .nd et tb.lanal maa t for mpeedtdatp .yob component dslp 510.0. toe and as d tma eempmmt for iqp bit b the rat eh. De Dedpm pm,471 113s.L u. no8:...xwbet.e.m r.w.tpsmt.eom: tt'CL wew..byndeaby.o 3c0 .ww.ae..fesrt TC LL TC DL BC DL BC LL PSF TOT. LD. PSF PSF REF CLB SUBST. PSF DATE 1/1/09 PSF DRWG BRCLBSUB0109 DUR. FAC. SPACING • • a., SSESi RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICC16N Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 ® Refer to BCSI-B7 Summary Sheet - Temporary & Per- manent Restraint/ Bradng for Parallel Chord Trusses for more information. Vea el resumen (3CSI-67 - Restric- ddn v Arriostre Temporal v Permanente de Trusses de Cuerdas paralelas para mas informaddn. Diagonal Bracing 10' or 15' �Repeat Diagonal Bracing 3"P''-—,„ every 15 truss spaces (30') 1kme� 1.4Il°m:=;,!;U„1i[t!id Apply Diagonal Brace to vertical webs at end of cantilever and at bearing All Lateral Restraints locations. lapped at least two trusses. *Top chord Temporary Lateral Restraint spacing shall be 10' o.c. max for 3x2 chords and 15' o.c. for 4x2 chords. INSTALLING - INSTALACION CZ Tolerances for Out -of -Plane. �! Tolerandas para Fuera-de-Plano. Length —r Max. Bow Max. Bow '4— length —► Max Length I= ' Tolerances for 1-r-1 Out -of -Plumb. Tolerandas para D/50 max Fuera-de-Plomada. Out of Plumb D/50 D (ft) 1/4" 1' 12" 2' 3/4" 3' 1" 4' 1-1/4" 5' 1-1/2" 6' 1-3/4" 7' 2" 28' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION ® Do not proceed with construction until all lateral restraint and bradng Is securely and properly in place. No proceda con la construcddn hasty que todas las restric- dones laterales y los arriostres esters colocados en forma apropiada y segura. ®Do not exceed maximum stack heights. Refer to BCSI-B4 Summary Sheet - Construction Loading for more Information. No exceda las max)mas alturas recomendadas. Vea el res(men BCSI-64 Carga de Construcddrt para mayor informaden. Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. igN Never stack materials near a peak. Nunca amontone material cerca del pico. Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible Out Max. Bow Truss Length 3/4" 12.5' 7/8" 14.6' 1 16.7' 1-1/8" 18.8' 1-114" 20.8' 1-3/8" 22.9' 1-12" 25.0' 1-3/4" 29.2' 233.3' MSxfmum Wak Holght forMstetlalon,Trussna Material Height Gypsum Board 12" Plywood or OSB 16" Asphalt Shingles 2 bundles Concrete Block 8" Clay Tile 3-4 dies high i'x Position loads over load bearing walls. 1-=-1 Coloque las cargas sobre las paredes soportantes. Truss g ALTERATIONS — ALTERACIONES shows t6 or a innot��I. ARefer to BCSI-65 Summary Sheet - Truss Damage. 3obete Modifications & Installation Errors. Vea el restimen BCSI-B5 Da"nos de trusses Modificadones en la Obra v Errores de Instaladdn Do not cut, alter, or drill any structural member of a truss unless spedflcally permitted by the Truss Design Drawing. No torte, altere o perfore ningtin miembro estructural de los trusses, a menos que este especificamente permitido en el dibujo del elseno del truss. A. Trusses that have been overloaded during construction or altered without the Truss Manufacturer's • 'prior approval may render the Truss Manufacturer's limited warranty null and void. • •Truces que se han sobrecargado durante la construcddn o han sido alterados sin una autorizaddn •:Srevidogel Fabricante de Trusses, pueden reducir o eliminar la garantia del Fabricante de Trusses. • • STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bradng (see below). 7) Repeat process on groups of four trusses until all trucces are set. 1) Instale los aniostres de tierra. 2) Instale el primero truss y ate seguramente al arriostre de tierra. 3) Instate los prbximos cuatro trusses con restricdbn lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal para los pianos de los miembros secundarios para estable los prlmeros dnco trusses (vea abajo). 6f) Instale la restriccidn lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasty que todos los trusses PGT lidos. IS Refer to BCaI-B2 Summary Sheet - Truss I stallation & Temporary Restraint/Bradng for more information,. Vea el restimen BCSI-B2 - Instaladdn de Trusses y Arriostre Temporal para mayor informaddn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES EL RESTR;CCI6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. This restraint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trucces. Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas 4x2. 1) TOCHORD — CUERDA SUPERIOR i Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Sparing Espadamiento del Arriostre Temporal de la Cuerda Superior Up to 30' Hasty 30 pies 10' o.c. max. 10 pies maximo 30' to 45' 30 a 45 pies 8' o.c. max. 8 pies maximo • 45' to 60' 45 a 60 pies 6' o.c. max. 6 pies maximo 60' to 8V* 60 a 80 pies* 4' o.c. max. 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. 'Consultor a un ingeniero para trusses de mas de 60 pies. Ll See BCSI-B2 for TCiIR options Vea el BCSI-B7 para las opdon Refer to SCSI -B3 Sum- maty Sheet - Permanent Restraint/Bracing of Chords & Web Members for Gable End Frame restraint/bradng/ reinforcement information. Para Informaddn sobre restrlcddn/arrlostre/refuerzo para armazdn de hastial vea el resumen )3CSI-63 - Re- striccidn/Arriostre Permanente de Cuerdas v Miembros Secundarios. es de TCTLR. (7f Repeat diagonal LI braces for each set of 4 trusses, Ground bracing not shown for clarity. 2) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! 6.� Web Members Repita los arrisotres diagonales para cada grupo de 4 trusses. iagonal Bracing 10'-15' max. Same spacing as bottom chord Lateral Restraint i 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses. Bottom chords Bottom Chords Diagonal Braces every 10 truss spaces (20' max.) Some chord Aid 1glr rirleylbsrs • not shownfor clarity• • • • • • • •• • • • •• • • ••• • • • • • • • • • • ••• • Diagonal Braces every 10 truss sp:c?s (a0' max.: 10'-15' � Some chord and wetemengbeia • max. not shown for clan • • • • • • • • • • • • ••• • • • • • • ROTA TA?hiss Manufacturer and Teas Designer rely on the presumption that the Contractor and crane operator (If applicable) are professionals with the capability to undertake the mark they have agreed to do on any given project If the Contractor believes 0 needs assistance in some aspect of the construction project, it should seek assistance from a competent party. The methods and procedures outlined in this document are Intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. ns for handling, Installing, restraining and bracing trusses are based upon the collective experience of leading truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented use by a qualified Building Designer or Contractor. It is not intended that these recommendations be interpreted as ng Designer's design specification for handling, installing, restraining and bracing trusses and it does not prelude the methods for restraining/bracing and providing stability for the wails, columns, floors, roofs and all the interrelated ponenS as determined by the Contractor. Thus, WTCA and TPI expressly disclaim any responsibility for damages ThperesInel only as 3GUIDE TO the useotheq&uia wbuilding rising tom the use, application, or reliance on the recommendations and Information contained herein. • • • my • • • 6300 tihterprlse Lane • Madison, WI 53719 i .1'621274-4849 • www.stxindustry.com TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandira, VA 22314 703/683-1010 • www.tpinstorg •• • • L. •_ 1 1 .i 61WARN11x17 20061115 3' Y O • 0 w z rY 0 0 STEPDOWN HIP CORNER SET DETAIL HIP GIRDER <S PJ! U U 1'-0" CORNER JACKS 2'-0" 2'-0" 2'-0" 2'-0" NOTES: 1. DESIGN BASED ON SOUTHERN PINE LUMBER. 2. TRUSS TO BEARING CONNECTION BY OTHERS. 3. WIND LOADING BASED ON ASCE 7-10 MEAN ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II 4. APPLICATION OF TOENAILS PER NDS -2005 ** (3) 16d (0.162"x3.5") TOE -NAILS * (2) 16d (0.162"x3.5") TOE -NAILS NOTE: 10d (0.148"x3.0) GUN NAILS MAY BE SUBSTITUTED IN PLACE OF 16d TOE—NAILS UP TO THE MAXIMUM REACTIONS SHOWN BELOW. (2) NAILS: R=260# U=345# (3) NAILS: R=390# U=520# ** CJ1 TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. CJ3 HIP JACK • ** w 0 odolir0 2 • • •••.•• ••• •• • • • •• • • • ••CC5 • •. • . • ... • • • •• • • . END JACK • • • • • s'fARN3ra+• READ AND P01101 ALL NOM ON THIS SSEE11 Trues require esereae care in fabricating, handling, shipping, installing and bracing. Refer to and follow SCSI (Building Component Safety Information, by TPI and ITCA) for safety practices prior to performing these traction. Installers shall provide temporary bracing per BCiQ. Unlike noted otherwise, top chord Mall have properly attached armband panels and bottom chord shall have a properly attached Auld calling. locations chows for permeneet lateral restraint of vets shall hare breoing installed per DM-..aetiona BS 1< 31. See this Jab's geaeral notes page for more information. w8eORTANT l MEM COIR 0P TMS DESIGN TO INSTALLATION CONTRACTOR. ITE Balding Com tea Group Ino. (12.7300) shalt eat b. rarponalbla for an dwletlm fromtoethL dea4ga, many failure truism tb ��reear plates care made ofan 20//16/1608 (rs/B�/E)' IBTifa a3 /a0/e0 (z/w/t n) ger. steal. Apply plates to each face of truss, podtbmed as shown above and an Joint Detaw. f• ar the hoes drewins or corer page iadlnates ere and Donal engineering responsibility solely aemp®Bmtt dolma shote. The .n/uTapl y end use of this eemponent for my bonding is the �asywiWbeg.aem TPC• •www, este 1776 www.sbdndnstryaem: wwwsaesefLorg TC LL 20-30 PSF TC DL 7-20 PSF BC DL — PSF BC LL 10.00 PSF TOT. LD. 37-55 PSF REF DATE 3/21/12 DRWG STEPDOWN HIP DUR. FAC. 1.25 SPACING 2-0-0 Top Bot Valley Detail - ASCE 7-101 180 mph, Chord Chord Webs 2x4 SP #2N, SPF #1/#2, DF -L #2 or better, 2x4 SP #2N or SPF #1/#2 or better. 2x4 SP #3, SPF #1/#2, DF -L #2 or better. * Attach each valley to every supporting truss with' 560# connection or with (1) ITWBCG HA4 or HA2,5 connector or equivalent for ASCE 7-10 180 mph. 30' Mean Height, Part, Enc, Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Dr ASCE 7-10 160 mph. 30' Mean Height, Part, Enc. Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Cut from 2x6 or larger as req'd L 4-0-0 12 12 Max. I— W2X4 W2X4 W2X4 F-- 8-0-0 ---i 12 12 Max, r W1X3 4X W1X3 W1X3 6-0-0 W1X3 (Max Spaclno) 16-0-0 W1X3 W2X4 30' Mean Height, Partially Enclosed, Exp. C, Kzt=1.00 Unless specified on engineer's sealed design, apply 1x4 'T' brace, 80% length of web, sane species and SRB grade or better, attached with 8d box (0,113' x 2.5') nails at 6' o.c„ or continuous lateral bracing, equally spaced, for vertical valley webs greater than 7'-9'. For verticals over 10'-0° tall, apply (2) 1x4 °T' braces, 80% length of web, same species and SRB grade or better, attached with 8d box (0.113' x 2.5') nails @ 6' o.c. Top chord of' truss beneath valley set must be braced with' properly attached, rated sheathing applied prior to valley truss Installation, Or Purlins at 24' o.c. or as otherwise specified on Engineer's sealed design, Or By valley trusses used In lieu of purlin spacing as specified on Engineer's sealed design. Note that the purlin spacing for bracing the top chord of the truss beneath the valley is measured along the slope of the top chord. Larger spans may be built as long as the vertical height does not exceed 14'-0'. NNW ++ Pitched Cut Bottom Chord Valley Supporting trusses at 24' o.c. maximum spacing, • • Bottom chord may be square or pitched cut as shown, • • • •SW4X4 • Valley Spacing ** W2X4 •'• • • • • a 01000 ••i I• • • • s • • • +•e* • •• Square Cut Stubbed Valkay.•, D tksrsal•I-Ilp • • Bottom Chord End Detail •.'..' Joint Detail Valley Ile v S et • • •• • • Commoq T"u ••et 24' a t 24 v O.0 • • • Sig O, • e es f•••• ,• • • • • • • s Common Tr at 24 o,c, Partial Framing Plan • 1177E Building Components Group Inc. Earth Cly, MO 63045 wrdARND1IBss READ AND FELLOW ALL NOTES ON THIS DRAWINGI sgNPORTANTss FURNISH TMS DRAVINO TO ALL CONTRACTORS INCLUDING THE INSTALLERS, Trusses require extreme care In fabricothg, haMIit g. sh piro, b,staUhg and bracing. Refer to and follow the latest edtIon of SCSI Guiding Component Safety Information, by TPI and VTCA) for safety practices prior to performing these function. Instillers shall provide temporary bracing per SCSI. tellers noted otherwise, top chord shell have properly attached structural sheatWeg and bottom chord shall have a properly attached rigid ceding. Locations shown for permanent lateral restraint of webs shall haw bracing Installed per SCSI sections 23, 57 or 210, as applknble. Apply plates to each face of truss and poskbn as shown above and on the Joint Details, unless noted °theretse. Refer to drawings 160A -Z for standard plate positions IN Budding Components Group Inc shall not be responsible for any devlstbn from this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping installation E bracing of trusses. A sedan this drawing or cover page listing this drawing, bdcates acceptance of profession' engheerb'g responsibility solely for the design shown The suitability and use of this drawing for any structure Is the responsbdlty of the Buldrg Designer per ANSI/TPI 1 Sec2. For more Infornatton see this s word notes page and these web sites ITVBCG m tvbcg,conl TPD wws phst,orgl VTC& wwwsbcbdustry.orgl ICC, weelccsnfe.org TC LL 30 TC DL 20 BC DL 10 BC LL 0 TDT, LD. 60 30 15 10 0 55 40PSF 7 PSF 10 PSF 0 PSF 57PSF REF VALLEY DETAIL DATE 2/16/12 DRWG VAL180100212. DUR.FAC.1.25/1.33 1.15 1.15 SPACING 24.0' Group Smithern Pine (0.55 Specific Gravity) PAIXHuct CODE StiPtIOITIED . MEMBER RHU26 AR028 AFIU210 1 1/2 1 1/2 1 1/2 AR02S-2 AM128-2 3 Pfi0o r GAUGE HARGEH fl IOR._ coma' Idiom motto. ALLOWABLE DOWNWARD MOS Ai1ABLf UPWARD LOADS CLEAN WIDTH WW1 •DEMI MAIL ARD210-2 A8U48 AFAM10 3 3 31/2 31/2 31/2 18 18 18 18 18 18 18 18 18 1 946 19/16 19/16 3 7/16 3 7116 3 7/16 39/16 39/16 39/16 51/2 61/2 81/2 51/2 51/2 5 1/2 51/2 51/2 51/2 23/4 23/4 23/4 23/4 23(4 23/4 23/4 23/4 23/4 0.148511.5' 0.14851.5" 0.14851.5' 0.14853.0' 0.14853.0' 0.1485x3.0' 0.148503.0' 0.14853.0' 0.1485x3.' 16 8 8 8 8 8 0.162'x3.5' 0.16253.5' 0.16253.5* 0.16250.5' 0.16253.5' 0.1625033.5' .1625x3.5' 0162515' 0.16253.5' JOIST Qry 24 24 24 24 24 24 24 24 • lQJtD:D11t;�SitiF1 R __ 23IAD 11iiRAiltill mCT=R 3350 3350 3350 3350 3655 4095 4250 4375 3655 3350 3655 3655 3350 3655 4200 3350 4200 4200 3350 4200 24 3655 4200 4565 5605 3350 3350 4375 4375 4565 5845 3350 3350 4375 4375 1025 1175 1280 1305 1535 1765 1915 2060 2045 1025 1535, 2045 1025 1535 2350 1175 1765 2350 1175 1765 2556 1280 1915 2555 1280 1915 3270 1305 2360 3270 1305 2060 4565 5845 _ 2045 2350 2555 3270 Southern Pine (0.55 Specie 1 avft TYPE MINERS ALLOWABLE DOWNWARD LOADS ALLOWABLE UPWARD LOADS PRODUCT CODE SUPPORTED MEMBER PRODUCT GAUGE HANGER DIMENSION COMMON HAIL CLEAR WITH (m) OVERALL HEIGHT CO OVSRaa DEPTH (1n) JOIST HEADER LOAD DURATION FACTOR LOAD DURATION FACTOR SEE OTY SIZE Off 1 1.15 125 1.6 1 1.15 125 1.6 A60528 1 1/2 12 1 5/8 5 7/16 41/4 0.148515" 24 0.16253.5' 30 4925 5035 5035 5035 2700 2700 2700 2700 AGUS28 11/2 12 1 5/8 515/16 41/4 0.148515' 30 0.16252.5' 40 6565 7410 7410 7410 3485 3485 3485 3485 AGUS210 1 1/2 12 1 5/8 815/16 41/4 9.14851.5" 38 0.16253.5° 50 8210 8865 8865 8865 5035 5035 5035 5035 A91S212 1 1/2 12 1 5/8 10 15/16 4 1/4 0.148x1.5° 46 0.1625015° 60 9240 9240 9240 9240 6455 6475 6475 6475 A6US26-2 3 12 3 1/8 5 7/16 41/4 0.148°x3.0° 24 0.16252.5' 30 4925 5035 5035 5035 2700 2700 2700 2700 AGUS28-2 3 12 31/8 615/16 41/4 0J485c30° 30 0.162503.5° 40 6565 7410 7410 7410 3485 3485 3485 3485 41 210-2 3 12 3 1/8 8 15/16 41/4 014853.0° 38 0.162535' 50 8210 8865 8865 8865 5035 5035 5035 5035 46US212 2 3 12 3 1/8 1015/16 41/4 0.14852.° 46 0.16253.5' 60 9240 9240 9240 9240 6455 6475 6475 6475 AMIS26-2T 3 12 3 7116 5 7/16 41/4 0.148503.0' 24 0.16253.5° 30 4925 5035 5035 5035 2700 2700 2700 2700 A6U528-21 3 12 3 7116 6 15/16 4 1/4 0.14850.0' 30 0.16253.° 40 6565 7410 7410 7410 3485 3485 3485 3485 A006210-27 3 12 3 7/16 815/16 4114 0148530° 38 0.16252.5° 50 8210 8865 8865 8865 5035 5035 5035 5035 AGUS212 2T 3 12 3 7/16 1015/16 41/4 014853.0° 46 0.16253.5° 60 9240 9240 9240 9240 6455 6475 6475 6475 AGUS46 31/2 12 3 5/8 5 7116 41/4 0.14852.0° 24 0.162535' 30 4925 5035 5035 5035 2700 VIM 2700 2700 AGUS48 31/2 12 3 5/8 6 15/16 4 1/4 0.14852.° 30 0.1625352 40 6565 7410 7410 7410 3485 3485 3485 3485 AGUS410 31/2 12 35/8 815/16 41/4 0.148530° 38 0.16253.5° 50 8210 8865 8865 8865 5035 5035 5035 5035 ACUS412 3 112 12 3 5/8 10 15/16 41/4 0.14853.° 46 0.1625035' 60 9240 9240 9240 9240 6455 6475 6475 6475 A00526-3 41/2 12 4 5/8 5 7/16 41/4 0.148513.0° 24 0.162535° 30 4925 5035 5035 5035 2700 2700 2700 t.N J , AGUS28.3 41/2 12 4 5/8 615/16 41/4 0.1485c3.° 30 0.16253.51 40 6565 7410 7410 7410 3485 3485 3485 3485 AGUS210-3 41/2 12 4 5/8 815/16 41/4 0.148°x3.° 38 0.162503.° 50 8210 8865 8865 8865 5035 5035 5035 5035 A6US212 3 4 1/2 12 4 5/8 10 15/16 4 1/4 0.14853.0° 46 0.16253.5° 60 9240 9240 9240 9240 6455 6475 6475 6475 AGLJS2B-3T 4 1/2 12 5 5 7/16 4 1/4 0.14853.° 24 0.16253.5° 30 4925 5035 5035 5035 2700 2700 2700 2700 AG17S28-37 4 1/2 12 5 615/16 4 1/4 0.14853.0' 30 0,16253.' 40 6565 7410 7410 7410 3485 3485 3485 3485 AGIJS210-3T 41/2 12 5 815116 41/4 0.14853.0° 38 0.162535' 50 8210 8865 8865 8865 5035 5035 5035 5035 46115212-3T 41/2 12 5 10 15/16 4 1/4 0.148°x3.0° 46 016253_5" 60 9240 9240 9240 9240 6455 6475 6475 6475 1Od x 1-1/2 Nails are 0.148° 1Od Common Nails are 0.148° x 16d Common Nails are 0.162' n 3_a EVALUATION REPORT FOR 5;" '� BCG CONSTRUCTION IION HA W Rffi . • • • r • • • I.• • •• •ik .. • ,n <.' 23 PRE 'AR D FOR • •• • • • • 62 FLORIDA A PRODUCT APPROVAL. € f 0 l. • • • • • September 8, 2010 Arts .ded O oba i 3 2010 as rioted below •• AHU26 ••• • ••• ••• ••• • • • • • • • • • • • • • • • • • •• 0 • • • • •• • ••• • • • 011 By: Strome L , Pte, FFL n=j5927 % i Rss1I Con 3oeonEs Group inc. • 1954 Mwiey z••• Haines Com, F 3344 CCM 278 • • • • ••• • • AGUS 284T o4cola JAN P • • • •• • • • • •• •• • 0 • •• •• • ! rho ro&ict fl&ctibed i t this report have been evaluated in accord ncewith the requirements of to arida Buik Code and .bund to be in cornikance wr J the Fonda Bidding Coth when r_> in accordance v iliithis eva(uallon'rexxe.