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RC-15-1588Project Address Miami Shores Village 10050 N.E. 2nd Avenue NE Miami Shores, FL 33138-0000 Phone: (305)795-2204 Permi' Permit NO. RC -6-15-1588 Permit Type: Residential Construction Work Classification: Addition/Alteration Permit Status: APPROVED Issue Date: 10/16/2015 Expiration: 04/13/2016 Parcel Number Applicant 960 NE 97 Street Miami Shores, FL 33138- 1132060143160 Block: Lot: UCHENNA UKAZIM Owner Information Address Phone Cell UCHENNA UKAZIM 960 NE 97 Street MIAMI SHORES FL 33138- 960 NE 97 Street MIAMI SHORES FL 33138- Contractor(s) M2 DEVELOPMENT GROUP Phone (954)822-3590 Cell Phone Approved: In Review Comments: Date Approved: : In Review Date Denied: Type of Construction: INTERIOR R Stories: Front Setback: Left Setback: Bedrooms: Plans Submitted: Yes Certificate Date: Bond Return : EMODELING AS PER F Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Classification: Residential Fees Due Bond Type - Contractors 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) Plan Review Fee (Engineer) Scanning Fee Technology Fee Total: Amount $500.00 $120.60 $50.00 $90.07 $90.07 $40.20 $6,004.50 $120.00 $120.00 $240.00 $0.00 $99.00 $160.80 $7,635.24 Pay Date Pay Type Invoice # RC -6-15-56120 10/16/2015 Check #: 7008 $ 170.00 10/16/2015 Check #: 95056114 $ 7,265.24 06/26/2015 Check #: 1840 $ 200.00 Bond #: 2765 Amt Paid Amt Due $ 7,465.24 $ 200.00 $ 0.00 Available Inspections: Inspection Type: Final PE Certification Drywall Miscellaneous Window Door Attachment Tie Beam Final Framing Insulation Truss Insp Columns Foundation Window and Door Buck Fill Cells Columns Wire Lathe Review Electrical Review Planning Review Planning Review Planning Review Structural Review Building Review Building Review Structural Review Structural Review Structural Review Mechanical Review Plumbing Review Plumbing F. Termite Letter F. Elevation Certificate Declaration of Use October 16, 2015 Authorized Signature: Owner / Applicant / Contractor Building Department Copy / Agent Date October 16, 2015 2 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-248821 On Permit Number: RC -6-15-1588 Scheduled Inspection Date: December 08, 2015 Inspector: Rodriguez, Jorge Owner: UKAZIM, UCHENNA Job Address: 960 NE 97 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Permit Type: Residential Construction Inspection Type: Roof Sheathing Work Classification: Addition/Alteration Phone Number Parcel Number 1132060143160 Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS AND REAR ENCLOSURE Infractio Passed Comments ROOF MITIGATION FORMS OWNER'S NOTIFICATION HVHZ ROOF APPLICATION INSPECTOR COMMENTS PRODUCT APPROVALS False False False False False Passed dpi Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-248501. CREATED AS REINSPECTION FOR INSP-248428. December 07, 2015 For Inspections please call: (305)762-4949 Page 30 of 44 TRIO DESIGN CONSULTANTS December 7, 2015 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village, FL 33138 RE: Ukazim Residence 960 NE 97th Street Miami Shores Village, FL Permit Number: RC15-1588 Building Official: The purpose of this letter is to address two (2) issues raised by the City inspector at the above referenced project. 1. Detail 06/S3.0 specifies 2x10's m the web of the steel beam with through bolts spaced at 3'-0" on center. It is acceptable to space the bolts at 4'-0" on center, which is consistent with details 02 and 03. 2. Currently, 2x4 wood blocking has been placed by the contractor on the inside face of exterior windows, in order to finish the drywall. The new impact windows are not fastened through the blocking, since the concrete is poured with a return, where the windows are fastened. Therefore, the wood blocking can remain as installed, and the installation is OK in it's current condition. Please contact this office should you have any questions, or require additional information. Sincerely, David B. Rogers, Licensed Engine 54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET JOB NAME: ADDRESS: SPECIAL INSPECTOR: DATE 11/2/2015 SPECIAL INSPECTOR LOG ITEMS INSPECTED FOOTING REIN FORCING UKAZIM RESIDENCE 960 NE 97TH STREET MIAMI SHORES, FLORIDA DAVID B. ROGERS, P.E TRIO DESIGN ,. ri'%�/��#�� I .1 1 1,.. =M I WINDOW SILL/JAMB REINF.j//(-✓_ Tt',r SMS lo*% �,.iar ear, IPATAI � �y� . �'3un waw , , , / _ ;, , G' .!,z / . f ._ �; ',, N19.010:447•4_---; Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL f /� Phone: (305)795-2204 Fax: (305)756-8972 6 ^' Inspection Number: INSP-248427 Permit Number: RC -6-15-1588 Scheduled Inspection Date: November 30, 2015 Permit Type: Residential Construction Inspection Type: Columns Owner: UKAZIM, UCHENNA Work Classification: Addition/Alteration Job Address: 960 NE 97 Street Inspector: Rodriguez, Jorge Miami Shores, FL 33138 - Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Phone Number Parcel Number 1132060143160 Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS AND REAR ENCLOSURE Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments STEEL COLUMNS November 25, 2015 For Inspections please call: (305)762-4949 Page 23 of 36 JOB NAME: ADDRESS: SPECIAL INSPECTOR: DATE 11/2/2015 SPECIAL INSPECTOR LOG ITEMS INSPECTED FOOTING REIN FORCING UKAZIM RESIDENCE 960 NE 97TH STREET MIAMI SHORES, FLORIDA DAVID B. ROGERS, P.E TRIO DESIGN 11/ / 015 WINDOW SILL/JAMB REINF. It ' 1. w t Mliu it, TGE eekti Pet00 F /JE t) i . 144(L ��,► is cp, c , -c. -pr"(45 .C'WI4IJ3 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 / -c„ Inspection Number: INSP-247993 Permit Number: RC -6-15-1588 Scheduled Inspection Date: November 18, 2015 Permit Type: Residential Construction Inspection Type: Slab Owner: UKAZIM, UCHENNA Work Classification: Addition/Alteration Inspector: Rodriguez, Jorge Job Address: 960 NE 97 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Phone Number Parcel Number 1132060143160 Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS AND REAR ENCLOSURE Infractio Passed Comments INSPECTOR COMMENTS False Passed Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments November 17, 2015 For Inspections please call: (305)762-4949 Page 26 of 33 Notice of Preventative Treatment for Termites _tAs revirigl be FloridaBuilding Code (MBC) 104.2.6) QUICK FUMIGATION, INc. 7401 N.W. 7th Street, Unit 7 • Miami, FL 33126 TEL: (305) 266-2220 • FAX: (305) 266-0113 www.damquicktermite.com 960 NE 97 STREET, MIAMI, FLORIDA 33138 11/14/15 Date TERMIDOR Product Used 0.06% Percent of Concentration HORIZONTAL Hess of Treatment or LotlWoak of T 12:30 P.M Time V.HERNANDE Applicator FIPRONIL 10 Chemical used (active ingredient) Number of gallons applied 100 SQ FT N/A. Area treated (square feet) Linear feet Treated Stage of treatment (Horizontal, Vertical, Adjoining Slab, retreat of disturbed a As per 104.2.6- if soli 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 line NMI(771 TESTING 6 ENGINEERING SERVICES, INC. FIELD DENSITY TEST REPORT Client: M2 Construction Group 440 NW 90 Street Miami, FL 33150 Date: November 16, 2015 Job: D-151192 Preiect Name: Residence Preje*et Location: 960 NE 97 Street, Miami, FL PROCTOR DATA Proctor No. Soil Description Max. Dry Density (pcf) ; Optimum � Moisture (%) 106807 1 Brown Sand W/ Gravel & Lime Rock Fragment I 112.8 10.0 Required Compaction (%) 1 95% 1 Test Depth Penetration (inches): 8" FIELD DENSITY TEST RESULTS Test No. Proc. No. Test Location Lift No. Dry 1 Density I %% Moist. , Comp. Result 1 106807 West Area of Building Slab Final 108.0 11.2 95.8 Pass 2 106807 Center Area of Building Slab Final 107.6 10.9 95.4 Pass 3 106807 East Area of Building Slab Final 108.4 10.3 96.1 Pass Comments: V Q 1 Vinayagar M."Batakrt hmstr Professional Engineer No. 63107 State of Florida 13370 SW 131$' Street, Suite 105, Miami. FL. 33186 (305) 259-9779 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-247815 Permit Number: RC -6-15-1588 Scheduled Inspection Date: March 04, 2016 Permit Type: Residential Construction Inspection Type: Foundation Owner: UKAZIM, UCHENNA Work Classification: Addition/Alteration Inspector: Rodriguez, Jorge Job Address: 960 NE 97 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Phone Number (561)901-3471 Parcel Number 1132060143160 Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS AND REAR ENCLOSURE Infractio Passed Comments INSPECTOR COMMENTS False Passed 4:g4 Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled until re -inspection fee is paid. Inspector Comments CREATED AS REINSPECTION FOR INSP-247127. CREATED AS REINSPECTION FOR INSP-237714. PARTIAL APV AS MARKED ON S-1 Missing termite and compaction 77,E 9,7, 772 March 03, 2016 For Inspections please call: (305)762-4949 Page 7 of 36 TRIO DESIGN CONSULTANTS Miami Shores Village, Building Department 10050 NE 2nd Avenue Miami Shores, FL 33138 ATTN: Building Official SPECIAL INSPECTOR LOG JOB NAME: ADDRESS: PERMIT NO. SPECIAL INSPECTOR: DATE ITEMS INSPECTED 11/2/2015 11/2/2015 FOOTING REINFORCING WINDOW SILL/JAMB REINF. UKAZIM RESIDENCE 960 NE 97TH STREET MIAMI SHORES, FLORIDA RC -1588 DAVID B. ROGERS, P.E TRIO DESIGN FL LICENSED ENG. #54981 avid B. Ro•'.E. Licensed En er #54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET Notice of Preventative Treatment for Termites (As required he Florida Building Coda (FBC). 104.2.8) QUICK FUMIGATION, INc, 7401 N.W. 7th Street, Unit 7 • Miami, FL 33126 TEL: (305) 266-2220 • FAX: (305) 266-0113 www.damquicktermite.com 960 NE 97 STREET, MIAMI, FL 33138 Address of Treatment or i crt miock of Treatment 11/02/15 Date TERMIDOR Product Used 0.06% Percent of Concentration HORIZONTAL 10:30 A.M. V. HERNANDEZ Time Applicator FIPRONIL 36 GALLON Chemical used (active ingredient) Number of gallons applied 90 SQ FT 30 LINEAR Area treated (.quare feet) Linear feet Treated Stage of treatment (Horizontal, Vertical, Adjoining Stab, retreat of disturbed areas) As per 104.2.6- if soli 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 line tNn!.nr, TESTING 6 ENGINEERING SERVICES. INC. FIELD DENSITY TEST REPORT Client: M2 Construction Group 440 NW 90 Street Miami, FL 33150 Date: November 02, 2015 Job: D- 151102 Project Name: Pro'ect Location: Residence 960 NE 97 Street, Miami, FL PROCTOR DATA Proctor I No. Soil Description Max. Dry Density (pcf) Optimum Moisture (%) 106777 Greyish Sand W/ Gravel Traces 108.9 10.0 Required Compaction (%) 1 95% Test Depth Penetration (inches): 12" FIELD DENSITY TEST RESULTS Test No. Proc. No. Test Location Lift No. Dry Density % Moist. % Comp 95.9 Result Pass 1 1 East Area of South Wall — Footing Footing 104.4 9.9 2 1. Center Area of South Wall — Footing Footing 104.1 8.9 95.6 Pass 3 1 West Area of South Wall — Footing Footing 104.5 10.0 96.0 Pass Comments: 1-� Vinayagar M. galakrashnan-� `t Professional Engineer'No. 63107 State of Florida 13370 SW 131s` Street, Suite 105, Miami, FL. 33186 (305) 259-9779 BUILDING PERMIT APPLICATION EUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL 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 JUN 2 x2015 f FBC 20 1L� Master Permit No. "RC' Sub Permit No. ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 960 NE 97 ST City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: t 1— 320c.- 0 I `- - (. 0 ✓ 31 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: Uchenna Ukazim 561.901.3471 OWNER: Name (Fee Simple Titleholder): Phone#: 1521 Alton rd 426 Address: Miami Beach FL 33139 City: State: Zip: Tenant/Lessee Name: Phone#: Email: UUKAZIM@GMAIL.COM CONTRACTOR: CompanyCo(Name: Address: 14 0 NR,60 s1 City: E) t Y(\ 1t, State: Zip: 33 1 -g-b • Qualifier Name: , j1 J) ^I p l j Phone#: 5 g ? Z 3 s (� State Certification or Registration #: ,,C'-0 �C�1 5— 2- 2 c, " 0 I /Certificate off Competency #: DESIGNER: Architect/Engineer: i:4.v J,� t(ctti . • `�'Lt.YX S PhoneQ#: 305 �3b •OIS- Address: 1-W,a) 06TVtdS1N SS:01q1,. 20 v City: 'l l(�� 2 date: Zip:%' 't1 Q , Value of Work for this Permit: $ at::0/ I GI. a--2--- Square/Linear Footage of Work: 2 I D Type of Work: ❑ Addition ® Alteration ❑ New 0 Repair/Replace ❑ Demolition Description of Work: i U (el -A v!L P--1‘10 O1✓ L IN G1 A -j 91.--A-NS .C -0W1(?j----, Z 1 C LAP ( ' ,J 10 Phone#: 5s gZZ 910 Specify color of color thru tile: ��•- h�� Submittal Fee $POO CSO Permit Fee $ G 3 'LSV CCF $ CO/CC $ ' C Scanning Fee $ Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Double Fee $ Structural Reviews $ Bond $ �0Q •• O TOTAL FEE NOW DUE $ 9 q 3 S • 2 9 (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Zip Ever Bank Mortgage Lender's Name (if applicable) Mortgage Lender's Address 301 W Bay ST Jacksonville FL 32202 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 pproved and a reinspection fee will be charged. ANAL Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this _30 day of /" T kVC \ , 20 15 , by ac, day of — , 20 1 , by TO9-C )I^s R iZr2JS who is personally known to UCS `C t'V l j4(G k N\ , who is personally known to me or who has produced identification and who did take antoa NOTARY PUBLIC: Sign: Print: Seal: r -6V&O as me or who has produced as Cet�Ge, ec4G unol- 41 APPROVED BY 141 f .`�i;aY Pave 1.: CATALINA MUNOZ ,r. �1.�"__ Notary Public - State o1 Florida � i� :, My Comm. Expires Mar 4.2018 4 (Revised02/24/2014) identification and who did take an oath. NOTARY PUBLIC: �\\\\\unnin,,�, _�. SiIvera''',1�, Sign: ' Q• 3�1� • e\16 / Print: �,` S4�`I Q \`� m\55\°) i1 . �C Seal: �0• E`c•A" 9. o �. . %, , •'4TE.1o.1��c�`\ ************************************************************* Plans Examiner 7‘ G ✓ Zoning Structural Review Clerk KlUS U 1 1, UUVtl-{INUI-t CGC1522091 STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD rlN LAVVJUIV, L1NtIMNT The GENERAL CONTRACTOR Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 • PINEROS, JOAQUIN M2 DEVELOPMENT GROUP 440 NW 90 ST EL PORTAL FL 33150 ISSUED 08121/2014 `o. DISPLAY AS REQU RED BY LAW SEQ # L1408210000403 002942 Local Business Tax Rece Miami --Dade County, State of Flor -THIS IS NOTA BILL - DO NOT PAY 7168146 BUSINESS NAME/LOCATION M2 DEVELOPMENT GROUP 440 NW 90 ST EL PORTAL FL 33150 OWNER M2 DEVELOPMENT GROUP Worker(s) pt da RECEIPT NO. RENEWAL 7446751 SEC. TYPE OF BUSINESS 196 GENERAL BUILDING CONTRACTO CGC1522091 EXPIRES SEPTEMBER 30, 2016 Must be displayed at place of business Pursuant to County Cocie Chapter 8A - Art. 9 & 10 PAYMENT RECEIVED BY TAX COLLECTORc $45.00 07/06/2015 CREDITCARD-15--033033 This Local Business Tax Receipt only confirms payment o1 the Local Business Tax. The Receipt is not a Ilcense, permit, or a certification of the holder's qualiticetiona to do business. Molder must comply with any governmental or nongovernmental regulatory lows and requirements which apply to the business. The RECEIPT NO. above must be displayed on all commercial vehicles - Miami -Dada Code Sac 8a-276. For more information, visity •rw miamidade g21(1102LCAU1Sli A7WATER `afiIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DIVISION OF WORKERS' COMPENSATION • * CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS' COMPENSATION LAW • • CONSTRUCTION INDUSTRY EXEMPTION This certifles that the individual listed below has elected to be exempt from Florida Workers' Compensation law. EFFECTIVE DATE: 3/19/2014 EXPIRATION DATE: 3/18/2016 PERSON: PINEROS JOAQUIN FEIN: 463671297 BUSINESS NAME AND ADDRESS: M2 INTERNATIONAL GROUP 1. 440 NW 90 ST EL PORTAL FL 33150 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR Pursuant to Chapter 440.05(14). F.S.. an officer of a corporation who elects exemptlon from this chapter by (Ring a certificate of election under this section may recover benefits or compensation under this chapter. Pursuant to Chapter 440.05(12), F.S.. Certificates of election to be exempt.. appy only within the scope Le business or trade listed on the notice of election to be exempt Pursuant to Chapter 440.05(13), F.8., Notices of election to be exempt and certificates of ert)Isction to be exempt shell be subject to revocation ff, at any tone after the tilting of the notice or the issuance of the certificate, the person named on the notice or certificate no tenger meets the requirements of chis section for tssuanco of a certificate. The deparbnent shall revoke a certificate at any lime for failure of the person named on the certificate to meet the requirements of thls section. DFS-F2•DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS? (850)413-1609 M2 DEVELOPMENT GROUP 440 NW 90 ST Miami, FI 33150 June 15, 2015 State of Florida County of Miami dade Before me this day personally appeared 76 t (NUS who , being duly sworn, deposes and says: That he or she will be the only person working on the project located at 960 NE 97 ST Sworn to (or affirmed) and subscribe before me this a C,day of--i`�Z—, 2015 by i.ANNtrm C Personally know PC Or Produced Identification 9,0i\tiiiiiuii,,'' Type of Identification Produced,s,�`� S��vera '�.,, Print, Type or Stamp Name orklota y cP,.\,0..oma`' S TA T E :` IVI lami 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' C. ompensation Insurance Exem . t...io n ir'2ppOf 'WO'. 1_eC'%�.f '1! 4, f ......' �� : 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. Signet State of Florida Owner County of Miami -Dade The foregoin was acknowledge before me this V day of Cek&K f By t �� td A'tL / i' 7 who is personally known to me or has produced Notary: SEAL: as cmron. ".Zpsv WF'�, ADREAN VIVENE IVES (' Notary Public - State of Florida s' Commission a FF 904350 A..k My Comm. Expires Aug 9. 2019 — 4 M2 Metro Cuadredo Construgron LLC M2 Development Group Of. +1.954.822.3590 440 NW 90 ST, El Portal, FL 33150 joaquin@m2devgroup.com Proposal #2 -Interior Buildout for 960 NE 97 St - Steven Ukazim ESTIMATE June 18, 2015 Estimate for Residential Interior Remodeling of the project herein mentioned above. This proposal replaces any prior proposal. This proposal is based on drawings by Trio Design dated 04/02/15. WORK INCLUDED 1 GENERAL & SUPPLEMENTARY REQUIREMENTS 2 Dumpsters 3 Fence 4 Misc Work and tools 5 Construction Container 6 Supervision 7 Site Cleaning 8 Final Cleaning 8 Permit processing 9 Subtotal Ge.neral & SupplementaryWork .._ $-- —33,900.00 10 11 %SITEWORK 12 Shoring drawings 13 Demolish South Block walls 14 Demolish French Doors in the back of the House (South Wall) 15 Remove all front and back windows and doors 16 Cut Existng master bath opening to fit new window 17 Remove flat roof at south location and part of metal roof to receive new extended roof 18 Remove main entrance concrete steps for new long steps 19 Repair damaged trusses or wood supports affected by termites or wear (Not included in this proposal. This extra work to be included after roof demolition and based on field and engineering requirements) 20 Remove main entrance outlookers 21 Cut opening for new main entrance door 22 Remove existing flat roof 23 2 x "X" PT Wood infill for new Kitchen and Living area 24 Wood carpentry and hangers for I -Beams. Cut back wood trusses at new I -beams. 25 New concrete steps at front house 26 Saw cut slabs for new concrete footings (We assume no existing utilities or previous structures are installed below cutting areas) 27 (4) concrete Pads F-1 28 WF -1 29 TE -1 30 (2) C-1 31 (2) C-2 32 (4) C-3 33 New 8 x 8 x 16 masonry 34 Install trusses 35 Install plywood sheathing over new trusses 36 Subtotal 37 $6.80800.000.00 38 ,'METALS j 39 Provide and install Steel plates, steel columns and steel beams as per plans _ 41-SubtotaiVetals $ _ 00, 9,000, 42 43 WOOD AND PLASTICS 44 CABINETS (By others) 45 Cabinets installation - Not included 46 Kitchen Cabinets - Not included 47 Master Bedroom Cabinets - Not included 48 Bathroom #2 Cabinets - Not included 49 Bathroom #3 Cabinets - Not included 50 Countertops - Not included 52 Srubtotal Wood & Plastics 53 54 THERMAL AND MOISTURE PROTECTION 55 Provide and Install metal Roofing at new area ("Note: New roofing color might not match exactly to existing) 56 Provide and install new wood Trusses 58 ;Subtotal Thermal & Moisture '— - -�,�.�_ 17,900;00 59 60 (DOORS & WINDOWS 61 Impact doors and windows 62 Install owner supplied doors - (Allowance $3,000) 64 fS otalPo,21;and Windows s 65 $ 23,4 66 'FINISHES 67 DRYWALL, PAINT & STUCCO 68 Supply and install framing, drywall and finish 69 Install insulation R-30 in all ceilings and R-14.1 in all walls as specified in plans 70 Paint house interior. Standard Sherwin Williams Paint 71 Paint house exterior. Standard Sherwin Williams Paint 72 Patch Stucco replaced door & window openings, new stucco at new block location. (All existing areas to remain as is) 73 74 GLASS PARTITIONS 75 Install (2) Glass door Partitions. (1) at Master Bath Shower and (1) at Bath #2 74 FLOORING 75 Installation allowance for 24" x 48" TILE @ $4.80/sqft Total 2,000 sqft 76 1/4" durock glued and screwed to wood for floor leveling 77 Wood Installation 1,000 sqft $3.75/sqft 78 79 TILE Install Tile in master bathrooms (Allowance for installation $3,000.00. Final Price upon final material & pattern selected 80 by owner) 81 Install Tile in bath #2 (Allowance for installation $1,800.00 Final Price upon final material & pattern selected by owner) 82 Install Tile in bath #3 (Allowance for installation $1,800.00. Final Price upon final material & pattern selected by owner) 82 Install backsplash at Kitchen Location (Allowance for installation $1,800.00. Final Price upon final material & pattern selected by owner) 82 Install stone at Master Room TV Wall (Allowance for installation $1,800.00. Final Price upon final material & pattern selected by owner) 83 ;Subtotal Finishes 84 89,268.50 85 MECHANICAL 86 Relocate existing HVAC unit 87 Supply and install (3) exhaust fans 88 Supply and install (1) standard kitchen hood vent 89 rSubtotal Mechanical 90 7.500.00, 91 (PLUMBING 92 Master bath Install (1) shower, (1) standard shower head & shower valve, (1) sink, (1) faucet & (1) toilet. 93 Bathroom #2: Install (I) shower, (1) standard shower head & shower valve, (1) toilet, (1) sinks & (1) faucets 92 Install (1) owner supplied self standing bathtub 94 Bathroom #3: Replace (1) toilet 95 Kitchen: Install (1) kitchen sink, (1) kitchen faucet, (1) water line for fridge, (1) water line for Dishwasher, (1) garbage disposal 96 Replace (1) interior water heater with supplied by owner and relocate to new position as per plans 97 Repair garage bathroom (Work depends on existing underground connection. In the event that new sever and water supply are required will be charged as an extra) 97 Install owner provided towel hooks, toilet paper holders and towels bars at 3 baths 98 * All bathroom fixtures to be provided by Owner 99 SubtotallPlumbing 100 $ 13,670.001 101 'ELECTRICAL 102 Provide electrical work as per plans (Work includes the installation of white standard decora outlets & switches ) 103 Provide and install Standard Smoke Detectors 103 Install owner provided standard fridge, range, dishwasher and hood. (In the event a specialty equipment or appliance to be installed will be charged as an extra) 103 **All electrical fixtures by owner except for Standard Smoke Detectors to be provided by GC. 103 Low voltage (Alarm, Sound&Video/Security Systems/TV installation/Cable TV/Phone Systems) by others 104 , ubtotal EJectricaI $ 19,400.00 j 105 106 [PROFIT & OVERHEAD 107 108 !TOTAL CONSTRUCTION 109 115 $ 32,452.62 $ 302,891.12 116 NOTES 117 The installation and materials of all products referred in this proposal are construction standard unless specified in Work Included items. 118 All work to be done in one phase 119 All work to be done between standard business hours from Monday - Friday 7:30 am to 4:30 pm 120 121 WORK NOT INCLUDED (Unless otherwise specified in items of Work Included above) 122 Interior floor or slab crack repairs or leveling at areas not in this scope of work 123 Repairs or additional work requested by Engineers/Inspectors/Owner beyond Work Included above 124 Light fixture package (Lamps, Hi -Hats, Chandeliers, Lights, Dimmers, Smoke Detectors.) 125 Bathroom & Kitchen fixture package and bath accessories (Mirrors,Toilets, sinks, faucets, bidets, spas, jacuzzi, towel rings, hooks, toilet paper holders, etc) 126 Mirror and mirror installation 126 Appliances by owner 127 Low voltage (Alarm, Sound&Video/Security Systems/TV installation/Cable TV/Phone Systems) 128 Sprinklers & Landscaping & Fences 129 Relocation, delivery and installation of furniture, decoration, clothing, rugs, TV's, etc. 130 Concrete house driveway and concrete garage driveway by others 131 Permit Fees and any fee impose by local authorities to complete the above mentioned project. 132 Existing exterior HVAC wood screen and wood fence replacement or repairs 133 134 Payment Schedule 135 30% Deposit at the moment of contract approval 136 Balance to be paid based on weekly Progress payments of work in place (Labor, Material & Equipment) ANY UNFORESEEN CONDITIONS OR DEMOLITION TO FIT NEW WORK WILL BECOME A CHANGE ORDER. ALL CONDITIONS REQUIRING ADDITIONAL WORK DUE TO NATURAL CAUSES AND OR ACTS OF GOD WILL BE CONSIDERED EXTRA WORK AND M2 CONSTRUCTION GROUP SHALL NOT BE RESPONSIBLE FOR ANY AND OR ALL ADDITIONAL COST INVOLVING EQUIPMENT, MATERIALS OR LABOR IN ORDER TO PROCEED WITH THE ESTABLISHED WORK PRIOR TO THE UNEXPECTED SITUATION. IN THE CASE OF UNEXPECTED DELAYS DIFFERENT THAN ACTS OF GODS CAUSED DIRECT OR INDIRECT BY GENERAL CONTRACTOR OR SUBCONTRACTORS DIFFERENT OF M2 DEVELOPMENT GROUP, M2 DEVELOPMENT GROUP WILL BE ENTITLED TO RECOVER ANY FEES ASSOCIATED TO EQUIPMENT RENTAL FOR THE PERIOD OF THE DELAY. M2 DEVELOPMENT GROUP SHALL NOT BE RESPONSIBLE AT ANY TIME FOR DELAYS IN THE CONSTRUCTION PROGRESS DUE TO: OWNER'S OR LABOR DISPUTES. FIRE, UNUSUAL TRANSPORTATION DELAYS, UNAVOIDABLE CASUALTIES. AND NATURAL CAUSES. 9 THE OWNER FAILS TO ISSUE A CERTIFICATE OF PAYMENT FOR A PERIOD OF FIFTEEN (10) DAYS THROUGH NO FAULT OF THE CONTRACTOR, OR IF THE OWNER FAILS TO MAKE PAYMENT THEREON FOR A PERIOD OF FIFTEEN (10) DAYS. M2 DEVELOPMENT GROUP MAY, AFTER SEVEN (5) WORKING DAYS GIVE WRITTEN NOTICE TO THE OWNER AND THE OWNER'S REPRESENTATIVE TERMINATING THIS PROPOSAL / AGREEMENT AND RECOVER FROM THE OWNER PAYMENT FOR ALL WORK EXECUTED. INCLUDING: MATERIALS. LABOR, AND EQUIPMENT. THIS PROPOSAL IS BASED IN THE ACTUAL PRICE OF MATERIALS AND VALID FOR (15) DAYS, THEREFORE 15 SUBJECT TO ANY CHANGE OF PRICE AT THE MOMENT OF SIGN CONTRACT BY PREVIOUS NEGOTIATION. ANY SIGNIFICANT MATERIAL INCREASE IN PRICE DURING CONSTRUCTION WILL BECOME A CHANGE ORDER. UPON APPROVAL THIS PROPOSAL WILL BECOME AN OFFICIAL DOCUMENT AND SHALL BE CONSIDERED PART OF THE CONTRACT IN ITS ENTIRETY. DISCLAIMER: NATURAL MATERIALS PROVIDED MIGHT PRESENT VARIATIONS IN GRAIN, TEXTURE, DENSITY, WIDTH, HEIGHT. VOLUME AND ASPECT BEYOND CONTRACTOR'S CONTROL. M2 DEVELOPMENT GROUP WILL PROVIDE THE BEST EFFORT, SERVICE AND EXPERTISE TO PROVIDE AND INSTALL ALL MATERIALS ACCORDING TO INDUSTRY STANDARDS. Approval, Owner or Authorized Representative / Date Respsubmitted, Joaquin Pineros Miami Shores Village Building Department 10050 NE 2"d Ave. Miami Shores, FL 33138 305-795-2204 / Fax 305-756.8972 NOTICE TO MIAMI SHORES BUILDING DEPARTMENT OF EMPLOYMENT APEC I INSPECTOR UNDER THE FLORIDA BUILDING CODE. I (We) have been retained by 14 Z Deveit.444Eir to perform special inspector sepices under he Florida Building Code 5th Edition (2014) and Miami ads Cr Administrative Code at the UM 4(/t .6SLDt tit project on the below listed structure as of 7 (dale). I am a registered architect/professional engineer licensed In the tate oYFlorida. Process Number: See- 1/Special /L Special Inspector for Reinforced Masonry, Section 2122.4 of the FBC 5w Edition (2014) _ Miami Dade County Administrative Code, Article 11 Section 8-22 Special Inspector for 'Trusses > 35 ft. long or 6 ft. high jteel Framing and Connections welded or bolted •• •• •• • _ • Soil Compaction _ Precast Attachments . .... _ Roofing Applications, Lt. Weight Insul.Conc. ••••• • _ Other . . Note: Only the marked boxes apply. The following individual(s) employed by this firm or me is authorized representative tobertbritt inspection* • . l . 2. • • • • 3. 4. *Special inspcctors utilizing authorized representatives shall insurc 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 architccl: 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. • . .... . . . .... • . . . . • .. • .• • . . .... • • ... • . •. . .. • 1 (we) will notify the Miami Shores Building Department of any changes regarding authorized personnel performing inspection services. 1 (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 statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in su • stan • 1 accordance with the approval plans. Signed and Seal Date: C (C Engineer/Architect Name DAV it) 6, Pi �tc t P,C . Prm)) Address l_ G�LLI`i+-t` e Yr& ZZ 5c',Uir)Y lsc: cS &ow{IFC 3160 MIAMI-DADE BUILDING DEPARTMENT 11805 S.W. 26 Street Miami. Florida 33175 NOTICE TO MIAMI-DADE COUNTY BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by M2 Development to perform special inspector services under the Florida Building Code at the Residence project on the below listed structures As of October 5, 2015 I am a registered architect or professional engineer licensed in the State of Florida. 960 N.E. 97th Street, Miami Shores , FL. PROCESS NUMBER/Permit No.: n II IJ X V'[FY SPECIAL INSPECTOR FOR PILING, FBC 1822 1.20 (R4404.6 1.20) SPECIAL INSPECTOR FOR TRUSSES > 35 FT. LONG OR 6 FT. HIGH 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 CONNECTIONS, FBC 2218.2 (R4408.5.2) • • • SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) ' • • • • •••• • • ••.. n SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS FBC 1927 12 (11,441Q:4.612)• • • n SPECIAL INSPECTOR FOR LIGHTWEIGHT INSULATING CONCRETE FBC 1917.2•(! Q5.12.2),••••• • • I-1 • SPECIAL INSPECTOR FOR • • : • • • • Note: Only the marked boxes apply. • • • • •••• • The following individual(s) employed by this firm or me are authorized represeratirel to perforrrl •• inspection * • • •. 1 VMB Venkatesan 2 Daniel Morao • • •' • • .•• • 3 Riza Hosein 4 Ulysses Batista * Special Inspectors utilizing authorized representative shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the 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 eduaction program; successful completion of the NCEES Fundamentals Examination; or registration as building inspector or general contractor. I, (We) will notify Miami -Dade County Building Department of any changes regarding authorized personnel performing inspection services. I. (We) understand that a Special Inpector log for each buiulding must be displayed ina a convenient location on the site for reference by the Miami -Dade County Building Department Inpector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The County building inspections must be called for on all mandatory inspections. Inpections performed by the Special Inspector hired by the Owner are in addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inpector at the time of final inspection the completed inspection log form and a sealed statement indicating thet, to the best of my knowledge, belief and professional judgement those portions of the project outlined above meet the intent of the Florida Building Code and area in substantial accordance with the approved plans. )Qjt Signed and Sealed Date: October 5, 2015 Engineer/Architect:VMB Venkatesan Nelco Testing & Engineering Services, Inc. Address: 13370 SW 131 Street, Suite 105, Miami, FL. 33186 Phone No. (305)259-9779 TRIO DESIGN CONSULTANTS July 20, 2015 City of Miami Shores, Florida Permit No. RC15-1588 Re: Response memo Residence Renovation for 960 NE 97th Street, Miami Shores, FL. Below please find the response to comments: Division: Building Department 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET COMMENTS RESPONSES 1. Sheet A-0, Applicable Codes. Accessibility should be based on the 2012 -Florida Accessibility Code as adopted pursuant to section 553.503 of the Florida Statute. Please see revised Applicable Codes on Sheet A-0 2. Provide level of alteration and compliance method as required under the 2010, FBC- Existing Building Please see revised General Notes on Sheet A-0 ••••• • • • •• • •••• 3. Sheet SP -1.1 Reflect the location of all utilities providing service to the building as required under section 8-10 of the Miami Dade County Code Please see revised SP -1.1 showing location or existing • • • • electric meter and panel, existing water meter and • existing power pole. • • • • • • • • • • • ' 4. R311.3.1 Floor elevations at the required egress doors. Landings or floors at the required egress door shall not be more than 1 Y inches (38 mm) lower than the top of the threshold. Existing outdoor covered porch slab wlIL b„ igised t4 •. provide a 1 1/2" max. level difference et &Wing. Plt,..' , • see revised Site Plan 01/SP-1.1, reviseelZesroolition Plan 01/A-1.0, revised Proposed Floor Plcn Or/1-1.1, • • revised Section 01 /A-4.0 and revised•Floor.Framingi ran I • • • 01/S-1.1 •• • • ••• 5. Sheet A-1.0 According to section 1, this drawing reflects the exterior demolition plan; however some of the interior walls are shown to be demolished. Provide a floor plan with the existing layout of the house and reflect the location of the walls and components to be demolished. • • . Please see new sheet A-1.0.1 showing the interior •• • demolition plan that was approved under separate permit # Demo 415916 6. Unable to find sheet A-3.3 for the A.C. wood screen elevation A-3.3 was a typo. Please see revised note on Site Plan and refer to Side Elevation 03/A-3.1 7. Sheet A-1.0 According to the notes on the exterior demolition plan you are proposing to remove portion of the rear CMU wall. Provide a note on the plans requiring the contractor to submit to the Building Department a shoring plan designed by a Please see new note on sheet A-1.0 and sheet S-2.0 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DESIGN.NET 2 State of Florida license engineer and to provide the Building Official with a certification from the engineer certifying that he has inspected the shoring system and the shoring are installed per the design. COMMENTS 8. Sheet S-1.1 the cross section on the structural plans makes reference to the details on the architectural plans. The architectural plans are incomplete and do not provide the details and specifications for the structural components. Please provide structural details with specifications. Reflect all components. Please see revised Sections on sheet A-4.0 and new Structural Details sheet S-3.0 9. Provide cross section of the column pads. Please see Col. Connection Details 02, 03 & 04/S-1.0 10. Provide typical wall section, reflect all components. Please see new wall details 04 & 05/A-5.0 11. Provide structural details for the new roof cricket. Please see details 04 & 06/S-3.0 12. R4409.9.2.7 Diaphragm boundaries. All roof sheathing acting as a diaphragm shall be .... attached to a minimum 2 -inch (51 mm) thick ....'nominal.member with its depth equal to or ,. .one size gcaa'ter than the intersecting top ..:. *chord..This.sholl be achieved with a • continuoulordctural sub -fascia, fascia or • • .blocki �g d �4.inches (102mm) on center with •• • 'nails as'egeired for the appropriate ' • _ "hickness Of Sheathing. Please see revised detail 01/S-3.0 and revised wood notes on sheet S-4.0 '1'8! Provide'dettAls and specifications for the • requirVIWdICties on the infill wall detail '1 /S -3b ' Please see revised detail 01/S-4.0 14.'bERM,.Impaci fee and Health Department ': •44PPRdVALTS REQUIRED. Noted 117 Please cloud in all corrections. Do not remove void sheets from office copy. All revisions have been clouded Division: Structural Department COMMENTS RESPONSES 1. Please check drawing S-3.0 and specify codes per FBC-2010 (No latest edition) Steel AISC 360-05 (13t Edition); wood NDS (2005); masonry ACI 530-08. There is no importance factor in ASCE 7-10 Specify design loads. Please see revised codes on Structural Notes sheet S-4.0 2. State the level of alteration Please see revised General Notes on Cover Sheet A-0 3. Provide shoring of existing trusses where walls are being removed (or) specify that walls be removed after the retrofit work Shoring shop drawings to be provided by General Contractor. Please see note on sheet S-2.0 Should you have any questions, do not hesitate to contact this office. Sincerely, Mike Stroh Project Manager ...• • • • •••• • • • • ..• • .. . • • • • •••• • • • • •••• .. • • • • .• •••• • . .. • • .. .. • .. •• • ... • • • • • • • . • • • ..• • • • • • • • • • ••• • • • .. is done. 4. Provide copies of truss connectors Please see attached 5. Provide wood fence details Please see new Fence Detail 07/S-3.0 6. 06/A-4.0: Provide bolt details for the plate Please see revised detail 05/S-3.0 7. A-4.0: Specify all ledgers Please see revised sections on sheet A-4.0 8. Provide masonry reinforcement detail Please see revised Reinf. Masonry Detail on sheet S-4.0 9. Provide special inspection forms for masonry & soil compaction Please see attached special inspection form for masonry. G.C. to provide special inspection form for soil. Should you have any questions, do not hesitate to contact this office. Sincerely, Mike Stroh Project Manager ...• • • • •••• • • • • ..• • .. . • • • • •••• • • • • •••• .. • • • • .• •••• • . .. • • .. .. • .. •• • ... • • • • • • • . • • • ..• • • • • • • • • • ••• • • • .. MIAMI•DADE COUNTY 'THI,S FARM IS NOT VALID WITHOUT A PAID INVOICE AND EXPIRES ONE YEAR FROM THE DATE: ON FORM miamid.ATLAS PAGEpe gOv E8 -B INV#:. 11861 FORM#: '201561801 DATE: 9/17/2015. VERIFICATION FORM Water and 'SeWdr PO Box_ 330316.3575 S. Lejeune Road; Miami, Ftorida'33233-0316 T 305.665-7471 NAME OF OWNER: TUC -HENNA UKAZIM #M2015014859' - PROPERTY ADDRESS: 1960 NW 97 ST - PROPOSED USAGE / SFR PER PTXA NO. OF UNITS:. REPLACES: PREVIOUS :S -FK -PER PLANS USAGE / NO. OF UNITS: 1 PROPERTY LEGAL` MIAMI SHORES SEC 3 PB 10-37 LOTS 3 & 4 BLK 77 FOLIO NUMBER: t 11-3206-014-3160 :GALLONS PER DAY INCREASE: r 0 PROPOSED FLOW: PREVIOUS FLOW: 1320) ADOPTED FLOW: 0 320 PREVIOUS SQUARE FOOTAGE ' 3,282 PROPOSED SQUARE FOOTAGE: { 3,653 ❑ NEW CONSTRUCTION J INTERIOR RENOVATION D SEWER ()my. THIS IS TO CERTIFY THAT THE MIAMI DADE WATER AND SEWER DEPARTMENT .-DOES HAVE..A(N)'8INCH' WATER MAIN ABUTTING THE SUBJECT LEGALLY' DESCRIBED PROPERTY WE, ARE WILLING TO SERVE` THE SUBJECT" PROPERTY, (OR, IF "WILL HAVE", UPON PROPER CONVEYANCE', AND PLACEMENT INTO SERVICE OF WATER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT, (AGREEMENT ID #. N/A) SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER MATTERS OF WATER SUPPLY OR WITHDRAWAL. BY: !%I4 SIGNATURE OF REPRESENTATIVE AUTHORIZE08Y; • • NEW BUSINESS COMMENTS: t VF Lt I i tR 530.00 TOTAL FEES $30.00 1 Latars la Cleare`-'New Business. • • • • Representative, • • • • • •• • • •• • •••• • • • •••• •• 1 • • • • • •I • •••• • •• --... - • •._ • • • • THIS IS TO CERTIFY THAT THE' M AMI.DADE WATER. AND SEWER DEPARTMENT DOES NOT HAVE A(Nii i • INCH • • GRAVITY SEWER MAIN ABUTTING THE SUBJECT LEGALLY DESCRIBED PROPERTY., WE ARE WILING -TO SERVE THE SUBJECT PROPERTY, (OR, IF WILL HAVE", UPON PROPER CONVEYANCE AND PLACEMENT INTO SERVICE CIF SRVQIza.:. SEWER FACILITIES BY THE DEVELOPER UNDER AGREEMENT WITH THE DEPARTMENT.; (AGREI E0MT jD,# N/R, ). SUBJECT TO PROHIBITIONS OR RESTRICTIONS OF.GOVERNMENTAL AGENCIES HAVING JURISDICTION OVER• MATTERS • • • OF SEWAGE DISPOSAL. FURTHERMORE, APPROVAL OF ALL SEWAGE FLOWS INTO THE DEPARTMENTtkeS SYSTEM M BE OBTAINED FROM D.E.R.M. THE ANTICIPATED DAILY WATER AND/OR SEWAGE FLOW FOR THIS PROJECT W•ILL BE: NO GALLONS [0) GALLONS PER DAY INCREASE. BY: SIGNATURE OF REPRESENTATIVE AUTHORIZED BY NEW BUSINESS COMMENTS: NO SEWER ALLOCATION LETTER : SEPTIC APPROVAL #AP1'19716 LETTER DATED 9/2/15 Lataisha Cteare - New Business alpRepresentative. THIS VERIFICATION LETTER CERTIF ES THE AVAILABILITY OF A WATER AND/OR -SEWER MAIN ONLY, AND IT DOES NOT GUARANTEE THE EXISTENCE OF A WATER SERVICE LINE OR OF A SEWER LATERAL WITH SUFFICIENT DEPTH TO SERVE'THE PROPERTY. FOR ADDITIONAL INFORMATION CALL 786-268-5249/5295. SHOULD IT BECOME NECESSARY TO INSTALL A SERVICE LINE AND/OR A SEWER LATERAL WASD REQUIRES THAT THE DEVELOPER RETAINS SERVICES'FROM DESIGNERS AND CONTRACTORS WITH SKILL SETS FOR DESIGNING, BUILDING AND CONNECTING TO PUBLIC WATER AND SEWER SYSTEMS. .� • CONTACT NAME: )OADUIN PINEROS Printed On: S./171'2'015 NB Latarsha Clear6 A t:55 40 AM. -- %pR: CONTACT PHONE: •t `13 J*: 1 6 ;r.1 Ct. ii.�,� r. .t*"., AUTHORIZED BY: (f J • • �• • • • A RECORDED COPY MUST, BEPOSTED OSIHE JOB SITE AT TIME OFFIRST INSPECTION ,ERMIT NO. TAX FOLIO NO. STATE OF FLORIDA: .:OUNTY OF MIAMI-DADE: IFIE UNDERSIGNED hereby gives notice that improveinente will be made to Droperty, and in accordance with Chapter 713, Florida Statutes, the following s provided in this Notice of Commencement. 1. -0. • • # 1 3E1 1101111111111 11111111111111 1111 1111 GEN 2015R06073 'OR BK 2#784 Ps 1507 (1Pss) RECORDED .09/21/2015 1200 certain real HARVEY RUVINt, CLERK ,OF COURT information MANI-DADE COUNTY? FLORIDA • ' 'iTATE_OF PLORIOA.650,4T,DF:DA06 fIREBY CERf1F,i that thir ta a true coptoti4 fitscOttitilROtit6P-115Nffgt 10dT3T , , . 38 - ,iogtotorinitv/ on onyor. A 020 /4S.s Thy nanu1371a utrks4r • • • • ' , '410: • 943.94c;• A 42.31.- 2.TAsfEVAf 15B.516519bN AND INTERIORBUILDOUT AS PER -PLANS 3. oandJ 1. t I 7 8 Interest in property: Name and address of fee simple titleholder. 4.WYggengsildftUP, 440 NW OST, EL PORTAL, FL. 33150 5. Surety: (Payment bond required by owner from contractor, if any) Name and Address: Amount of bond $ 6. Lender's name and address: • • • . . IA* • • • • • • • • ••• • .. • • • 00410 • • • 7. Persons within the state of Florida designated b -y Owner upon Whom notices or other docwHitis mayye.s.i.rved a • provided by Section 713.13(1)(a)7., Florida Statutes. • .. • • Name and Address: • • • • • • • • • • • • • • • 8. In addition to himself, Owners designateethe following' person(e) to:redeive a copy Of the:Lierler.'s Nogee'M iqrovided . in Section 713.13(1)(b), Florida Statutes. • • ... Name and Address: • • • •• • • 9. Expiration date of this Notice of Commencement: (the expiration date is 1 year from the date of recording unless a different date is specified) Signature of �wner Print Owner's Name enrich,. (A' SwOrn to and subscribed before m this Notary Public: Print Notary's Name: My commission expires: Prepared by IL e--rin 0.-A 6, 2. - day of PAriitc6k , zti 15 Address: .1%01 A .pe CATALINA MUNOZ Notary Public - 'Stile of Florida My Comm. Expires Mar 4, 2018 Commission # FF 098394 • Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by M2 DEvuzi M � 4 to perform special inspector services under the Florida Byilding Code at the ae.A ll� � D6iUC. project on the below listed structures as of 7 — 7.)b— YS (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: P -6(S — 1586 o SPECIAL INSPECTOR FOR PILING, FBC 1822.1.20 (R4404.6.1.20) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 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 CONNECTIONS, FBC 2218.2 (R4408.5.2) o SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1 (R4404.4.3.1) o SPECIAL INSPECTOR FOR PRECAST UNITS & ATTACHMENTS, FBC 1927.12 (R4405.9.12) o SPECIAL INSPECTOR FOR ••••• • • • •••• Note: Only the marked boxes apply. •• • • • • • The following individual(s) employed by this firm or me are authorized representatives to perfornrimpection * • • • • • 1. 2. 3. 4. ••••• •• • •• • • ••••••• •• *Special Inspectors utilizing authorized representatives shall insure the authorized representative is•gtvtitieJl by elucatier1 or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include IieensER as a professional • engineer or architect; graduation from an engineering education program in civil or structural engine, tinQ•'aduation from an • • architectural education program; successful completion of the NCEES • •Fundamental Examination; or registration as building inspector or general contractor. • • • • • • • • • •• • • ••• I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing*iosifection 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 Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. 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 the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed EngineerlArchitectA' (1)B `S Name (PRINT) Address 11100 C udosAVE. STE Z2eP SUM) (SCEs 6. -ti 160 Phone No. 5 - OSSS Created on 6/10/2000 SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# DETAL20 11473.1 FGTR 11473.2 FGTRE 11473.2 FGTRHL 11473.2 FGTRHR 11473.2 HETA12 11473.3 HETA16 11473.3 HETA20 11473.3 HETA24 11473.4 HETA40 11473.4 HETAL12 11473.5 HETALI6 11473.5 HETAL20 11473.5 HGAM 10 11473.6 HGUM5.25 11473.7 HGUM5.50 11473.7 HGUM7.00 11473.8 HGUM7.25 11473.8 HGUM9.00 11473.8 HHETA12 11473.9 HHETAI6 11473.9 HHETA20 11473.9 HHETA24 11473.10 HHETA40 11473.10 HM9 11473.6 HTSM16 11473.11 HTSM20 11473.11 Product FL# LGUM210-2-SDS 11473.12 LGUM210-3-SDS 11473.13 LGUM210-4-SDS 11473.14 LGUM26-2-SDS 11473.12 LGUM26-3-SDS 11473.13 LGUM26-4-SDS 11473.14 LGUM28-2-SDS 11473.12 LGUM28-3-SDS 11473.13 LGUM28-4-SDS 11473.14 • LGUM410-SDS 11473.15 • •••• LGUM46-SDS 11473.15•„ • • LGUM48-SDS 11473.15 ' LTA1 11473.16 • META12 11473.17 • • • •• • • • • META14 11473.17 •'•' '• • META16 11473.17 . . • .". META18 11473.17 •• •• ••• •• • META20 11473.18: ' : • . META22 11473.18 • • • • META2411473.18 •••� ' •• • • • M ETA40 11473.18 MSTAM24 11473.19 MSTAM36 11473.19 MSTCM40 11473.19 MSTCM60 11473.19 MTSM16 11473.2 MTSM20 11473.2 SIMPSON SIMPSON STRONG -TIE COMPANY, INC Fv5i 1 [ f'h 0100Y Jax Apex Technology, Inc. FBPE CA NO. 7547 4745 Sutton Park Court, Suite 402 Jacksonville, FL 32224/ 904/821-5200 Evaluation reports are the opinion of the engineer who prepared the report, based on the findings, and in no way constitute or imply approval by a local building authority. The engineer, in review of the data submitted, finds that, in his opinion, the product, material, system, or method of construction specifically identified in this report conforms with or is a suitable alternate to that specified in the Florida Building Code, SUBJECT TO THE LIMITATIONS IN THIS REPORT Jeffrey P. Arneson, an employee of Jax Apex Technology, Inc. (Apex Technology), is the authorized evaluating engineer of this report. Apex Technology is the prime professional, as defined in Florida Rule 61G-30.002, authorized to sell the engineering services performed by Jeffrey P. Arneson, and is in no way acting, nor attempting to act, as an approved evaluation entity. Neither Jeffrey P. Arneson, nor any other employee of Apex Technology, has performed calculations or testing for the products listed in this report. This evaluation is based solely upon e• review, under the direct supervision of Jeffrey P. Arneson, of testing and/or calcudatiens submitted• by the manufacturer. • • • • The capacities listed in this report are based on the limiting capacities as determirecc from the • • • substantiating data. We reviewed the substantiating data to a degree that allowecL ip to detesmirLe. • whether or not the work performed is consistent with the intended use of the progyit6 ppd that the • methods used are in compliance with, or meet the intent of, the Florida Building 9Qdg.AII test •: • • • reports were prepared by an approved testing laboratory. • REPORT NO.: SIM200802 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors SUBMITTED BY: SIMPSON STRONG -TIE COMPANY, INC. 5956 W. LAS POSITAS BOULEVARD PLEASANTON, CA 94588 1. CERTIFICATION OF INDEPENDENCE: •• • • • • .•• • •• • • • • •• • • •• • • • • • • •• • Jeffrey P. Arneson, the Florida engineer who prepared this report, and Apex Technology have no financial interest in the manufacturing, sales, or distribution of the products included in this report. Jeffrey P. Arneson and Apex Technology comply with all criteria as stated in Florida Administrative Code Chapter 9B-72.110. 2. PRODUCT NAME Truss to Wall Connectors MTSM16, MTSM20, HTSM16, HTSM20, HM9, HGAM10 Page 1 of 13 Simpson Strong -Tie Embedded Truss Anchors META12, META14, META16, META18, META20, META22, META24, META40, HETA12, HETA16, HETA20, HETA24, HETA40, HETAL12, HETALI6, HETAL20, HHETAI2, HHETA16, HHETA20, HHETA24, HHETA40, LTA1, DETAL Wood to Masonry Straps MSTAM24, MSTAM36, MSTCM40, MSTCM60 Girder Tiedowns FGTR, FGTRE, FGTRHL, FGTRHR Wood to Masonry Hangers LGUM26-2, LGUM28-2, LGUM210-2, LGUM26-3, LGUM28-3, LGUM210-3, LGUM26-4, LGUM28-4, LGUM210-4, LGUM46, LGUM48, LGUM410, HGUM5.25, HGUM5.50, HGUM7.00, HGUM7.25, HGUM9.00 3. SCOPE OF EVALUATION Load Evaluation as a Structural Component using the requirements of the Florida Building Code, Building. 4. DESCRIPTION: 4.1 MTSM16 and MTSM20 Twist Straps for Wood to Masonry. The MTSM16 and MTSM20 are used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The MTSM fastens to the wood member with 10d common nails, and fasten•t9 the wall with either %.x2%" Titen Masonry Screws for a masonry wall, or '/ x 1 3/4" -fitgq • • Masonry Screws for a concrete wall. These connectors are manufacty ed from 1f ••• gauge steel meeting ASTM A653 SS Grade 33. The galvanized coatip8.g4mplieS.vtitb' • the G90 requirements of ASTM A653. Twist strap fastener schedules, dSmensions and • • allowable loads are shown in Table 1. See Figure 1 for additional details.of twist straps. • • for masonry. ••••• • • • . .. 4.2 HTSM16 and HTSM20 Twist Straps for Wood to Masonry. The -tAM16 and• • • HTSM20 are used to anchor wood trusses, rafters, or beams to masQnry;6C concrete' walls. The HTSM fastens to the wood member with 10d common naffs, and fast$Lstd, the wall with either'/4x2%4' Titen Masonry Screws for a masonry wall:or' 4413/4" Titen Masonry Screws for a concrete wall. These connectors are manufact&ed from 14• :•: gauge steel meeting ASTM A653 SS Grade 50, Class 1. The galvanized coating • . complies with the G90 requirements of ASTM A653. Twist strap fastener schedules, dimensions and allowable loads are shown in Table 1. See Figure 1 for additional details of twist straps for masonry. 4.3 HM9 Hurricane Tie. The HM9 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HM9 fastens to the wood member with Simpson % X 1'/" SDS screws (provided with the part), and fastens to the wall with either 1/$)(2W Titen Masonry Screws for a masonry wall, or %x13/4" Titen Masonry Screws for a concrete wall. The HM9 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Hurricane tie fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 2 for additional details of the HM9. 4.4 HGAM10 Hurricane Gusset Angle. The HGAM10 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The HGAM10 fastens to the wood member with Simpson % X 1Y2" SDS screws (provided with the part), and fastens to the wall with '/4x2%" Titen Masonry Screws. Allowable Toads are shown in Table 2. The HGAM10 is manufactured from 14 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Angle Page 2 of 13 Simpson Strong -Tie •. fastener schedule, dimensions and allowable loads are shown in Table 1. See Figure 3 for additional details of the HGAM10. 4.5 META, HETA, HETAL, HHETA Embedded Truss Anchors. Embedded Truss Anchors are used to anchor a wood member (usually a truss) to a masonry or concrete wall. Embedded truss anchors fasten to a single -ply wood truss with 10dx11/2 nails or to a multiple -ply truss with 16d common nails. They are embedded in the masonry or concrete wall to a depth indicated on the side of the anchor (4" for META, HETA, and HETAL, and 51/16" for HETAL). The strap portion of the anchor is 11/4" wide. The anchors are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, with the exception of the truss seat of the HETAL which is manufactured from steel meeting ASTM A653 SS Grade 33. Steel thickness is as specified in Table 9. The galvanized coating complies with the G90 requirements of ASTM A653. Embedded truss anchor fastener schedule, dimensions and allowable loads are shown in Table 2 for single installations and Table 3 for double installations. See Figures 4 and 6 for additional details of single and double embedded truss anchors. 4.6 LTA1 Lateral Truss Anchor. The LTA1 is used to anchor wood trusses, rafters, or beams to masonry or concrete walls. The LTA1 fastens to the wood member with 10dx 1'/" common nails and has legs which are embedded into the wall system. Allowable loads are shown in Table 2. The LTA1 is manufactured from 18 gauge steel meeting ASTM A653 SS Grade 33. The galvanized coating complies with the G90 requirements of ASTM A653. Truss anchor fastener schedule, dimensions and ,••••• allowable loads are shown in Table 2. See Figure 5 for additional dettils pfrhe LTA*" • .. . ... • . . . • 4.7 DETAL20 Double Embedded Truss Anchor. The DETAL is a Ifigrpacity • • • • connector used to anchor single -ply wood trusses or rafters to masorflrc r•eoncrete • • • walls. The DETAL fastens to the wood members with 10dx 1 W nails. •f'h•4yc are : • . • . • embedded in the masonry or concrete wall to a depth of 41/2 inches. Tree sir.ap portio), • of the anchor is 11/4" wide. The strap anchors are manufactured from sleermeetin • . ' • ASTM A653 SS Grade 50, Class 1, and the truss seat is manufacturq„cli m steel . • meeting ASTM A653 SS Grade 33. The strap anchors are 16 ga. steel anctthe shat is, • 18 ga. steel. The galvanized coating complies with the G90 requirernonts pf ASTair •' •' A653. Embedded truss anchor fastener schedule, dimensions and altgw9bb loads.ara. • • •• shown in Table 3. See Figure 6 for additional details of the DETAL. •• 4.8 MSTAM, MSTCM Wood to Masonry Strap Tie. The MSTAM and MSTCM Strap Tie models are used to provide a tension connection between wood members and a masonry or concrete structure. The MSTAM Straps are 11/4" wide for use on 11/2" and larger members. They are installed with 10d common nails to the wood and either %4x2'/4" Titen Masonry Screws to masonry, or 1/4x1%" Titen Masonry Screws to concrete. The MSTCM Strap is 3" wide for use on doubled 2 -by or single 4 -by and larger members. They are installed with 16d sinker nails to the wood and either %4x2%" Titen Masonry Screws to masonry, or %4x13/4" Titen Masonry Screws to concrete. The MSTCM Strap has countersunk nail slots for a lower nailing profile and coined edges for safer handling. The straps are manufactured from steel meeting ASTM A653 SS Grade 50, Class 1, of a thickness as specified in Table 4. The galvanized coating complies with the G90 requirements of ASTM A653. Masonry strap fastener schedule, dimensions and allowable loads are shown in Table 4. See Figure 7 for additional details of wood to masonry straps. 4.9 FGTR, FGTRE, FGTRHL, FGTRHR Face Mount Girder Tie Down. The FGTR is a non -pitch specific girder tie down that can be used in new construction or retrofit applications to tie down a girder truss or beam to a concrete or masonry wall. The Page 3of13 Simpson Strong -Tie FGTR can be installed in a single application or can be doubled to achieve a higher uplift capacity. The FGTR fastens to the truss with Simpson Strong -Tie SDS%." wood screws, and fastens to the masonry or concrete wall with Simpson Strong -Tie 1/2" diameter Titen HD fasteners, which are supplied with the connector. The FGTRE uses a strap that is oriented with its flat dimension parallel to the truss for placement at the end of walls when the truss is parallel to the wall. The FGTRHL and FGTRHR are designed with the flat dimension of the strap at a 45 degree angle to the truss for anchorage of hip trusses. The FGTR straps are manufactured from 7 gauge ASTM A- 1011 Grade 33 steel having Fy=33ksi and Fu=52ksi and the plates are made from 3 gauge ASTM A-1011 Grade 33 steel having Fy=33ksi and Fu=52ksi. They have a gray powder coat finish. Girder tie down fastener schedule, dimensions and allowable Toads are shown in Table 5. See Figure 8 for additional details of face mount girder tie down connectors. 4.10 LGUM, HGUM Masonry Girder Hangers. LGUM and HGUM girder hangers are high capacity joist hangers that are used to connect wood girders and beams to masonry or concrete walls. The LGUM and HGUM use Simpson Strong -Tie Titen HD anchors to attach to the masonry or concrete wall, and Strong -Drive Screws (which are provided) to attach the beam to the hanger. To install the Titen HD anchors, drill holes of the same diameter as the anchor into the masonry or concrete. Holes should be 1/2" deeper than the specified Titen HD length. The SDS screws are installed best with a low -speed 1/2" drill and a %" hex head driver. Predrilling holes for SDS screws is not required. The LGUM is manufactured from galvanized steel complying with ASTM• e. • 653 SS Grade 40 with minimum yield and tensile strengths of 40 and 5?IZsi (275ii • 379 MPa), respectively. The HGUM is manufactured from galvanized steel complying• with ASTM A 653 SS Grade 33 with minimum yield and tensile strength/pt33 and 4,5 ksi (228 and 310 MPa), respectively. The galvanized coating complie%yvjtj the Cep requirements of ASTM A 653. The steel thicknesses are 0.099" (2.5?p Tor the! •..• LGUM, and 0.173" (4.39 mm) for the HGUM. Girder hanger fastenerle, . • • dimensions and allowable loads are shown in Table 6. See Figure 9.fotadditionAl.:..• details of masonry girder hangers. • • • . • 5. MATERIALS •• •• • • • 5.1 Steel. Steel specifications for each product listed in this evaluation report shal•be• as indicated in the previous section. 5.2 Wood. Wood members to which these connectors are fastened shall be solid sawn lumber, glued -laminated lumber, or structural composite lumber having dimensions consistent with the connector dimensions shown in Tables1 through 6. Unless otherwise noted, lumber shall be Southern Pine or Douglas Fir -Larch having a minimum specific gravity of 0.50. Where indicated by SPF, lumber shall be Spruce - Pine -Fir having a minimum specific gravity of 0.42. 5.3 Nails and Bolts. Unless noted otherwise, nails shall be common nails. Nails shall comp Common Nail Pennyweight Nail Shank Diameter (inch) Fyb (psi) 10d 0.148 90,000 16d sinker 0.148 90,000 16d 0.162 90,000 Fasteners for galvanized connectors in pressure -preservative treated wood shall be hot -dipped zinc coated galvanized steel with coating weights in accordance with ASTM A153. Fasteners for stainless steel connectors shall be stainless steel. Page 4 of 13 Simpson Strong -Tie • • • • • 5.4 Concrete/Masonry. Concrete and Masonry design specifications shall be the stricter of the specifications by the engineer of record, the Florida Building Code minimum standards, the following, or as noted in the report: Material Specification Minimum Compressive Strength Concrete, f - 2500 psi Masonry, fm ASTM E447 1500 psi Masonry Unit ASTM C90 1900 psi Mortar ASTM C270 Type S 1800 psi (or by proportions) Grout ASTM C476 2000 psi (or by proportions) 6. INSTALLATION Installation shall be in accordance with this report and the most recent edition of the Simpson Strong -Tie Wood Construction Connectors catalog. The Information in this report supercedes any conflicting information between information provided in this report and the catalogue. 7. SUBSTANTIATING DATA Test data submitted by Testing Engineers Inc. and Product Testing, Inc., and signed and sealed calculations performed by Jeremy Gilstrap, P.E., and Samuel Hensen, P.E., performed in accordance with the 2007 Florida and Residential Building Codes. Product Test Number Date Tested •••• MTSM B845, H756 2/27/90, 12/6/00 • •••• HTSM 02-3667 1/30/02 _• • - " • • • HM9 Uplift 02-3793 5/15/02 • • •••• HM9 F1 Direction 02-3793 5/15/02 • HM9 F2 Direction 02-3793 5/15/02 •••• • • • HGAM 10 Uplift 02-3884 7/29/02 •••• • • • HGAM10 F1 Direction H046 3/25/99• • . ••• • . • HGAM10 F2 Direction H141 6/22/99 • •• • • •••• META Uplift 02-3861, 04-467502-3674, 02-3802 , 6/4/02, 6/8/02, 7/24/ 2,'L/$/04 • . META F1 02-3674, 02-3802 6/4/02, 6/8/02• - • .. - META F2 02-3674, 02-3802, 02-3861 6/4/02, 6/8/02, 7/24/02 • ••_• • •• • • HETA Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETA F1 02-3803 6/10/02 HETA F2 02-3803, 02-3862 6/10/02, 7/26/02, HHETA Uplift 02-3676, 02-3863, 04-4674 6/4/02, 7/29/02, 2/7/04 HHETA F1 02-3676 6/4/02 HHETA F2 02-3676, 02-3863 6/4/02, 7/29/02 HETAL Uplift 02-3803, 02-3862, 04-4676 6/10/02, 7/26/02, 2/8/04 HETAL F1 D793 3/17/94 Page 5 of 13 Simpson Strong -Tie Product Test Number Date Tested HETAL F2 D844 3/28/94 DETAL Uplift 0797 3/28/08 DETAL F1 0795, 0799 5/12/08, 3/27/08 DETAL F2 0796, 0798 6/05/08, 3/28/08 LTA1 Uplift 02-3616 2/13/02 LTA1 F1 02-3616 2/13/02 LTA1 F2 02-3616 2/13/02 MSTAM24 Uplift 02-3795 5/17/02, 5/17/02 MSTAM36 Uplift 02-3795 5/17/02, 5/17/02 MSTCM40 Uplift 02-3796 5/31/02 MSTCM60 Uplift N471 1/26/07 FGTR Uplift 04-5004, 04-5005 10/6/04, 10/6/04 FGTRE Uplift 04-5010 10/29/04 FGTRHL/R Uplift 04-4915 10/13/04 LGUM Down M202,M 203, M204, M222, M224 7/13/06, 7/13/06, 7/13/06, 7/14/06, 8/03/06 LGUM Uplift M211, M212, M213 8/18/06,8/18/06, 8/21/06 HGUM Down M207, M209,M216, M217 9/11/06, 9/11/06, 10/20/06, 10/20/06 HGUM Uplift M729, M731 8/3/06, 8/04/06 8. FINDINGS Upon review of the data submitted by Simpson Strong -Tie, it is my opinion that the • • • models as described in this report conform with or are a suitable alteinap to the• • • • • standards and sections in the 2007 Florida Building Code, Building, arid the Floripa, • • • Building Code, Residential code editions listed in section 10 of this raI3drSubject'tb• • the limitations below. Maximum allowable loads shall not exceed the ailbWable IoadS listed in this report. 9. LIMITATIONS: . • • . . . .. .. .. • . . • • •• • • • •••• • •• • • 1. Maximum allowable loads shall not exceed the allowable Toads lifted iq this report, • • Allowable loads listed in this report are based on allowable stress deign. TIN • • • • loads in this report are not applicable to Load and Resistance Fa'toi' Dbsign. • • • • . 2. Capacity of wood members is not covered by this report. Capacity of wood '..' members must be checked by the building designer. 3. Allowable loads for more than one direction for a single connection cannot be added together. A design load that can be divided into components in the directions given must be evaluated as follows: Design Uplift/Allowable Uplift + Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate + Design Lateral Perp. to Plate/Allowable Lateral Perp. to Plate < 1.0 10. CODE REFERENCES Florida Building Code, Building 2007 Edition Section 104.11 Alternate Materials and Methods Chapter 1714.2 Load Test Procedure Specified Chapter 21 Masonry Chapter 22 Steel Chapter 23 Wood Page 6 of 13 Simpson Strong -Tie Florida Building Code, R101.2.1 R4407 R4408 R4409 Residential 2007 Edition Scope HVHZ Masonry HVHZ Steel HVHZ Wood 11. ALLOWABLE LOADS: The tables that follow reference the allowable Toads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS ModelGa No. Length (in.) Fasteners Allowable Uplift Loads (160) Truss/Rafter CMU (Then) Concrete (Titers) Southern Pine/Douglas Fir- Larch Spruce -Pine -Fir MTSM16 16 16 7-10d 4-1/4x2% 4-%4x13/4 875 755 MTSM20 16 20 7-10d 4-%x2Y4 4-%x1% 875 755 HTSM16 14 16 8-10d 4-%x2Y4 4-%x1% 1175 1010 HTSM20 14 20 10-10d 4-%x2% 4-%x1% 1175 1010 HM9` 18 - 4-SDS%X1% 5-%x2% 5-'/4x13/4 805 690 HGAM10'" 14 - 4-SDS'/4X1'/z 4-%x2% 4-%x2% 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other Toads govem. •••• 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shal/ be 2Q0 lbs (DF1AY.Pj % 170 lbs (SPF). • • • 3. HGAM10 •allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shall tie 1105:13s. '1.. (DFUSYP) & 950 lbs (SPF). •••• 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2' /2" mustet a used when framing • anchors are installed on each side of the joist or truss. •••• • • • • • . • • • •••• • •• Moisture barrier not shown Figure 1 Typical MTSMM/HTSM Application Page 7 of 13 Figure 2 Typical HM9 Installation Figure 3 Typical HGAM10 Installation Simpson Strong -Tie • • TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads 1 Py So. Pine Truss 2 or 3 Ply So. Pine Truss F, (parallel to "10 F2 (peapen.to '"'l) Fasteners Load Fasteners Load META12 18 8 7-10dx1'% 1450 6-16d 1450 340 725 META14 10 7-10dx1'% 1450 6-16d 1450 340 725 META16 12 7-10dx1'% 1450 6-16d 1450 340 725 META18 14 7-10dx1% 1450 6-16d 1450 340 725 META20 16 6-10dx1'% 1270 5-16d 1245 340 725 7-10dx1% 1450 6-16d 1450 340 725 META22 18 7-10dx1% 1450 6-16d 1450 340 725 META24 20 7-10dx1% 1450 6-16d 1450 340 725 META40 36 7-10dx1% 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx1% 1520 7-16d 1780 340 725 HETA16 12 9-10dx1% 1810 8-16d 1810 340 725 HETA20 16 8-10dx1% 1735 7-16d 1780 340 725 9-10dx1% 1810 8-16d 1810 340 725 HETA24 20 9-10dx1'% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'% 1810 8-16d 1810 340 725 HHETA12 14 8 7-10dx1'% 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1'% 2235 9-16d 2235 3406 815 HHETA20 16 9-10dx1'% 2010 8-16d 2080 3406 815 10-10dx1'% 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1'% 2235 9-16d 2235 3406: -. •815 • HHETA40 36 10-10dx1 % 2235 9-16d 2235 3406. • • • $15 HETAL12 16 7 10-10dx1% 1085 10-16d 1270 415•••.1460 HETAL16 11 14-10dx1% 1810 13-16d 1810 415.•••161120 HETAL20 15 14-10dx1% 1810 13-16d 1810 415 `"?100 LTA1 18 31/6 12-10dx1% 1420 12-10dx1'% 1420 485••'x'4425 •••• • • ••.• • • •• • • • • • •••• • • •• • • • • • • • • • • •• • • • ••• • • • • •` Notes: ' • • • • 1. Loads include a 60% load duration increase on the fastener capacity in wood for wind loading where altwed: • by the Florida Building Code. Loads do not include a stress increase on the strength otthe sthsl. No farther • • increases are permitted. Reduce loads where other loads govem. • • • • • • • • • • 2. Five nails must be installed into the truss seat of the HETAL `• • `• 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. 4. Minimum fc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/" fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typical META Installed with TSS Figure 4 Paa META/HETA/HHETA Typical Installation Figure 5 LTA1 Typical Installation Simpson Strong -Tie TABLE 3 ALLOWABLE LOADS AND FASTENERSFOR DOUBLE EMBEDDED TRUSS ANCHORS Model No. Qty. Application Uplift Loads Lateral Loads5 1 Ply Southem Pine Truss 2 or 3 Ply Southern Pine Truss F1 (parallel_ to wall) F2 (perpen. to wall) Fasteners Load 1 Fasteners Load DETAL20 1 CMU 18-10dx1% 2480 - - 20006 1370 Concrete 18-10d x11/2 2480 -- 2000 1505 META 2 CMU Concrete 10-10dx1% 1985 14-16d 1900 1210 1160 10-10d x 1% 1985 14-16d 2565 1210 1160 HETA 2 CMU Concrete 10-10dx1%z 2035 12-16d 2500 1225 1520 10-10dx1'/ 2035 12-16d 2700 1225 1520 HHETA 2 CMU Concrete 10-10dx1% 2035 12-16d 2500 1225 1520 10-10dx 1% 2035 14-16d 3350 1225 1520 Notes: 1. Loads 'nclude a 60% load duration increase on the fastener capacity in wood for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce loads where other Toads govern. 2. Minimum fc is 2,500 psi. 3. Install with spoons facing outward and spaced no more than 1/8" wider than the truss width. 4. Install half of the required number of fasteners in each strap, except for the DETAL20. For DETAL20, install six nails in each strap and six nails in the truss seat. 5. Lateral Toads for META, HETA, and HHETA anchors apply only to 2- or 3 -ply applications with anchors spaced a minimum of 3" apart. For single ply applications use lateral loads in Table 2. DETAL lateral Toad apply to single -ply application. .... 6. DETAL20 Lateral Loading in the F1 direction anchored in CMU greater than 1,790 14. may, result in ....• deflection up to 5/32" in the F1 direction. • •• •• .. . . .. • • • • • .••• Page 9 of 13 • Figure 6 DETAL and Double META/HETA/HHETA Application • . . • •••.• Simpson Strong -Tie • • .•.. • . . • • • • • • ••• • • • • ESR -2549 Used for Florida State Wide Product Approval # FL10655 Products on this Report which are approved: SIMPSON SIMPSON STRONG -TIE COMPANY, INC Product FL# Product FL# Product FL# Product FL# HHUS210-2 10655.1 HU36 10655.42 HUC44 10655.82 SUL210 10655.122 HHUS26-2 10655.2 HU38 10655.43 HUC46 10655.83 SUL210-2 10655.123 HHUS28-2 10655.3 HU410 10655.44 HUC48 10655.84 SUL214 10655.124 HHUS410 10655.4 HU412 10655.45 HUC610 10655.85 SUL24 10655.125 HHUS46 10655.5 HU414 10655.46 HUC612 10655.86 SUL26 10655.126 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.127 HSUL210-2 10655.7 HU44 10655.48 HUC616 10655.88 SUL414 10655.128 HSUL214-2 10655.8 HU46 10655.49 HUC66 10655.89 SUR210 10655.129 HSUL26-2 10655.9 HU48 10655.50 HUC68 10655.90 SUR210-2 10655.130 HSUL410 10655.10 HU610 10655.51 HUS210 10655.91 SUR214 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-2 10655.92 SUR24 10655.132 HSUL46 10655.12 HU614 10655.53 HUS212-2 10655.93 SUR26 10655.133 HSUR210-2 10655.13 HU616 10655.54 HUS26 10655.94 SUR26-2 10655.134 HSUR214-2 10655.14 HU66 10655.55 HUS26-2 10655.95 SUR414 10655.135 HSUR26-2 10655.15 HU68 10655.56 HUS28 10655.96 U210 10655.136 HSUR410 10655.16 HUC210-2 10655.57 HUS28-2 10655.97 U210-2 10655.137 HSUR414 10655.17 HUC210-3 10655.58 HUS410 10655.98 U210-3 10655.138 HSUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC212-3 10655.60 HUS46 10655.100 U214 ."".10655.140 HU210-2 10655.20 HUC214-2 10655.61 HUS48 10655.101 :• •' 24 • • •: e• 1065��1.4'1: • •HU210-3 10655.21 HUC214-3 10655.62 LU210 10655.102 1.124-2 • •;..•1065§44,4 • HU212 10655.22 HUC216-2 10655.63 LU24 10655.103 • 1.124R . 10655.143. HU212-2 10655.23 HUC216-3 10655.64 LU26 10655.104 •••••V26 : • • • • 1065M4• HU212-3 10655.24 HUC24-2 10655.65 LU28 10655.105 ""U26-2• •• 1065511x• HU214 10655.25 HUC26-2 10655.66 LUS210 10655.106• 026R :.".10655.'f4G .• •. •... ...•. HU214-2 10655.26 HUC28-2 10655.67 LUS210-2 10655.107 V310 • 10655.1•4• HU214-3 10655.27 HUC310 10655.68 LUS214-2 10655.108: • C1314 . . 1065.1A3. HU216-3 10655.29 HUC310-2 10655.69 LUS24 10655.109 • •U34 • 10656.149. • HU24-2 10655.30 HUC312 10655.70 LUS24-2 10655.110 • • • t136 • • :• 41 1064. 150 HU26 10655.31 HUC312-2 10655.71 LUS26 10655.111 U410 " ' 10655.151 HU26-2 10655.32 HUC314 10655.72 LUS26-2 10655.112 U41OR 10655.152 HU28 10655.33 HUC314-2 10655.73 LUS28 10655.113U414 10655.153 HU28-2 10655.34 HUC316 10655.74 LUS28-2 10655.114 U44 10655.154 HU310 10655.35 HUC34 10655.75 LUS410 10655.115 U44R 10655.155 HU310-2 10655.36 HUC36 10655.76 LUS414 10655.116 U46 10655.156 HU312-2 10655.37 HUC38 10655.77 LUS44 10655.117 U46R 10655.157 HU314 10655.38 HUC410 10655.78 LUS46 10655.118 U610 10655.158 HU314-2 10655.39 HUC412 10655.79 LUS48 10655.119 U610R 10655.159 HU316 10655.40 HUC414 10655.80 MUS26 10655.120 U66 10655.160 HU34 10655.41 HUC416 10655.81 MUS28 10655.121 U66R 10655.161 E-tS REPORT" ESR -2549 Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. Business/Regional Offi0e # 5360 Workman MI Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 WWW . i cc -es. o rq Regional Office # 4051 West Flossmoor Road, Country Club Hills, IGinois 60478 # (708) 799-2305 DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG -TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.stroncitie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE FACE -MOUNT HANGERS FOR WOOD FRAMING 1.0 EVALUATION SCOPE Compliance with the following codes: # 2006 International Building Code® (IBC) # 2006 International Residential Code® (IRC) # Other Codes (see Section 8.0) Properties evaluated: Structural 2.0 USES The Simpson Strong -Tie face -mount hangers described in this report are used as wood framing connectors in accordance with Section 2304.9.3 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 General: The Simpson Strong -Tie face -mount hangers described in this report are U-shaped hangers that have prepunched holes for the installation of nails into the face of the supporting wood header or beam or ledger. 3.1.1 LU Series Hangers: The LU series hangers are formed from No. 20 gage galvanized steel. See Table 1 for hanger dimensions, required fasteners, and allowable loads; and Figure 1 for a drawing of a typical LU series hanger. 3.1.2 U Series Hangers: The U series hangers are formed from No. 16 gage galvanized steel. See Table 2 for the hanger dimensions, required fasteners, and allowable loads; and Figure 2 for a drawing of a typical U series hanger. 3.1.3 HU/HUC Series Hangers: The HU and HUC series hangers are formed from No. 14 gage galvanized steel. HU hangers having a width equal to or greater than 29/16 inches (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series hanger and Figure 3b for an HUC hanger. 3.1.4 LUS Series Hangers: The LUS series hangers are formed from No. 18 gage galvanized steel. The hangers have prepunched holes for the installation of nails that are driven at a 45 -degree angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 4 for the hanger dimensions, required fasteners, and allowable loads; and Figure 4 for a drawing of a typical LUS series hanger. 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped portion of the hangers has prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header, which is described as double shear nailing in the installation instructions. See Table 5 for the hanger dimensions, required fasteners, and allowable loads; Figure 5 for a drawing of a typical MUS series hanger. 3.1.6 HUS Series Hangers: The HUS series hangers are formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are formed from No. 16 gage galvanized steel. The hangers have prepunched holes for the installation of joist•t121I5•ttiat are driven at an angle through the joist argd pto the Iteeder, which, is described as double shear *rivalling in Or •iwstallation instructions. See Table 6 for the hap ar dimensioas,required. fasteners, and allowable loads; aptl Figure 6 for a drawing ot; a typical HUS series hanger. • • • • • • • • 3.1.7 HHUS Series Hangers: T11e*IHUS 9eries•hangerss are formed from No. 14 gage galvanized steef. The•hanger9 have prepunched holes for theipstaliation of j.is►pails that are driven at an angle through thejeist and into the header, which is described as double slXearhaaing in &he inStallatior instructions. See Table 7for theranggrdimen:ibflS,•requirecl. fasteners, and allowable loads! Fi9tire 7 for a drawing of typical HHUS series hanger. • • • •• • 3.1.8 SUR/L Series Hangers: The SUR/L series hangers are formed from No. 16 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 8 for the hanger dimensions, required fasteners, and allowable loads; and Figure 8 for a drawing of typical SUR/L series hangers. 3.1.9 HSUR/L Series Hangers: The HSUR/L series hangers are formed from No. 14 gage galvanized steel. SUR and SUL are mirror-image identical hangers, skewed at 45 degrees right and left, respectively. See Table 9 for the hanger dimensions, required fasteners, and allowable loads; and Figure 9 for a drawing of typical HSUR/L series hangers. REPORTS— are not to be construed as representing aesthetics or any other attributes not specifica/iv addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to any finding or other matter in this report, or as to any product covered by the report. r..wIm.o NOWT GUMMI= Copyright © 2008 Page 1 of 10 • .• • • •••• • • •••• • • • • • Page 2 of 10 ESR -2549 3.2 Materials: 3.2.1 Steel: The hangers described in this report are manufactured from galvanized steel complying with ASTM A 653, SS designation, Grade 33, with a minimum yield strength, Fy, of 33,000 psi (227 MPa) and a minimum tensile strength, F,,, of 45,000 psi (310 MPa). Minimum base -metal thicknesses for the hangers in this report are as follows: NOMINAL THICKNESS (gage) MINIMUM BASE -METAL THICKNESS (Inch) No. 14 0.0685 No. 16 0.0555 No. 18 0.0445 No. 20 0.0335 For SI: 1 inch = 25.4 mm. The hangers have a minimum G90 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with Z) are available with a G185 zinc coating specification in accordance with ASTM A 653. Some models (designated with a model number ending with HDG) are available with a hot -dip galvanization, also known as "batch" galvanization, in accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), total for both sides. Model numbers in this report do not include the Z or HDG ending, but the information shown applies. The lumber treater or holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of steel connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 3.2.2 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber) except as noted in Section 4.1. The thickness of the supporting wood member (header, beam, or ledger) must be equal to or greater than the length of the fasteners specified in the tables in this report, or as required by wood member design, whichever is greater. 3.2.3 Fasteners: Nails used for hangers described in this report must comply with ASTM F 1667 and have the following minimum fastener dimensions and bending yield strengths (F,,°): COMMON SHANK FASTENER Ff, NAIL SIZE DIAMETER LENGTH (psi) (inch) (Inches) 10d x 11/2 0.148 11/2 90,000 10d 0.148 3 90,000 16d x 21/2 0.162 21/2 90,000 16d 0.162 3'/2 90,000 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa. Fasteners used in contact with preservative treated or fire retardant treated lumber must comply with IBC Section 2304.9.5 or IRC Section R319.3, as applicable. The lumber treater or this report holder (Simpson Strong -Tie Company) should be contacted for recommendations on minimum corrosion resistance of fasteners and connection capacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The tabulated allowable Toads shown in this report are based on allowable stress design (ASD) and include the load duration factor, Co, corresponding with the applicable loads in accordance with the NDS. Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or Tess. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.8°C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load - carrying capacity at the connection in accordance with the NDS. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. In the event of a conflict between this report and the manufacture's published installation instructions, this report govems. 5.0 CONDITIONS OF USE The Simpson Strong -Tie face -mount hangers for wood - framed construction described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. •••• 5.2 Calculations showing compliaoce,with this Teport must' be submitted to the code offeial. The caltulafidgs must be prepared by a register&t?d slOn profes'sfdrtal where required by the statues oPthtiEAsdiction in which the project is to be constructed! • • • • • • • • • • •5.3 Adjustment factors noted' in 'Section •4.1• and the • • applicable codes must be eo1 fcMed, whr�riiiA licable. •• •• •••• 5.4 Connected wood member§ ppcj ksteners myst comply, respectively, with Section13.2,2 rind 3.2.E of thjs report. 5.5 Use of connectors with ?reservative Created or fire, retardant treated lumber must be in accordance with: Section 3.2.1 of this report. Use of 14nets with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.3 of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007). 7.0 IDENTIFICATION The products described in this report are identified with a die - stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of an index evaluation report (ESR -2523) that is used as an identifier for the products recognized in this report. 8.0 OTHER CODES •• • • • 8.1 Evaluation Scope: In addition to the codes referenced in Section 1.0, the products in this report were evaluated for compliance with the requirements of the following codes: •• • • • Page 3 of 10 ESR -2549 # 2003 International Building Code® (2003 IBC) # 2003 International Residential Code® (2003 IRC) # 2000 International Building Code® (2000 IBC) # 2000 International Residential Code® (2000 IRC) # 1997 Uniform Building Coden4 (UBC) The products described in this report comply with, or are suitable alternatives to what is specified in, the codes listed above, subject to the provisions of Sections 8.2 through 8.7. 8.2 Uses: 8.2.1 2003 IBC, 2003 IRC, 2000 IBC, and 2000 IRC: See Section 2.0 of this report. 8.2.2 UBC: Replace the information in Section 2.0 with the following: Simpson Strong -Tie face -mount hangers are used as wood framing connectors in accordance with Section 2318.4.8 of the UBC. 8.3 Description: 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this report, except modify Section 3.2.3 of this report to reference Section R323.3 of the IRC. 8.3.3 UBC: See Section 3.0 of this report, except modify the first sentence in the last paragraph of Section 3.2.3 as follows: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC, and UBC: See Section 4.0 of his report. 8.5 Conditions of Use: 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 8.0, subject to the same conditions of use indicated in Section 5.0 of this report. 8.5.2 UBC: The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in, the UBC, subject to the same conditions of use indicated in Section 5.0 of this report, except the last sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire retardant treated lumber must, as a minimum, comply with UBC Section 2304.3. 8.6 Evidence Submitted: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 6.0 of this report. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 IRC, and UBC: See Section 7.0 of this report. .. • . • • • • .... • . . .. • • .. • •••• • • •••• .. • • • • • • •••• • .. • .. • • • .. .. •••• • • • • • • • • • • • • .. • • ••• • • • • • • • • •••••• • • �. Page 8 of 10 ESR -2549 TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL NO. DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE LOADS''' (lbs) W H B Header Joists Uplifts Download CD = 1.33 or =1.6 CD=1.0 CD=1.15 CD=1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 19/16 63/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI: 1 inch = 25.4 mm 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. FIGURE 5 -MUS HANGER (see Table 5) FIGURE 6 -HUS SERIES HANGER (see Table 6) • • TABLE 6 -ALLOWABLE LOADS FOR THE HUS SERIES HANGERS • • • •••• • • •••• M NDOEL DIMENSIONS' (inches) COMMON NAILS2 (Quantity -Type) ALLOWABLE QS3'4 • • I1q • • + • (His) • W H B Header Joists Uplifts • • • Download. • • • • CD =1.33 or = 1.6 •••• CD=1.0,,,,gp=1.15• • • • • • • •yip=1.25• • • HUS26 15/8 53/6 3 14-16d 6-16d 1,550 2,565 •• " 2,950 ''' 43,205 • HUS28 15/8 71/16 3 22-16d 8-16d 2,000 3,585 ;' ';'3,700 • 3,775 HUS210 15/8 91/16 3 30-16d 10-16d 2,845 3,775 • 3,920 : • • • ;4,020 • HUS46 39/16 45/16 2 4-16d 4-16d 1,080 1,005 ; ,6,1,115 • 1,255 ; HUS48 39/16 615/16 2 6-16d 6-16d 1,550 1,505 " '1,730 • • ;61,885 • HUS410 33/16 815/16 2 8-16d 8-16d 2,160 2,010 2,310 '' 2,510 HUS412 33/16 103/4 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 31/6 53/16 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 31/8 73/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210-2 31/6 93/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 31/8 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140 For SI: 1 inch = 25.4 mm 1 pound = 4.45 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. •• • • •••• • • • ••• • • • • • Date: July 23, 2015 HECTOR F. VERGARA P.E. Florida Licence No. 25764 CONSULTING ENGINEER P.O BOX 970504 COCONUT CREEK, FL. 33097 PHONE (561-718-3535) ``\�\\E11111iii,�� `• VERG ' . 0/ r. UKAZIM Residence 960 NE 97 ST, Miami Shores, Fl 33138 SHORING CALCULATIONS PreparT.cfry: • sof Hector iLt� ai'a . E. P, -IONP; 1111111 TRIO DESIGN CONSULTANTS, LLC - C.O.A. # 27578 14 APPROVED [ J NOT APPROVED [ l APPROVED AS NOTED [ ] REVIS 8 RESUB [ ] REVI SIGNATUR giA LYS Designers review b for general . wIh the design concept and contract documents. . or comments shall not be calmed as relieving the contractor from compliance with the pealed plat and specifications, nor departures therefrom. the contractor remain responsial quantities dimendekds nssionss,forocc`��andcorreling es. for techniques of assembly and for pedomtrp Ms wok in a sale manner •• • • • .. • •••••• • •.•••• • • •••• .••..• • • •• •• •••••• • • • • • • •• •• • •••• • • •••• ••• • • • •••• • •• • •• • • • • •• ••• • • • •••• • • • 000000 • • ••• • • • •• • Pages 1 Thru ..•••• • • • •.•••• • • •••••• • • ••..• • • ••••• •.••.. • • • .••••• • • • • 4./ A4V/ 2c • • • • • • • • • • • • 0.• • • • • • • • • • . • • • • • • • • • • • • • • • • SA • 2 ria,,,,..- - • ' 3 /31 ( 11.••• ‘at, • • • Hector F. Vergara P. E. PO BOX 970504 COCONUT CREEK, FLORIDA 33097 FLORIDA LICENSE # 25764 TEL: (561)718-3535 UKAZIM RESIDENCE DATE: ROOF SHORING GRAVITY LOADS SHORING CALCULATIONS SUBJECT: 7/23/15 PAGE # UKA2OUT.TXT SAI: WOODCONT - Continuous Timber Beam Design Version 1.05 - 2/2/1989 Copyright (C) 1986, Structural Analysis, Inc. Indialantic, FL 32903 (407) 727-1562 User #850108 HECTOR F VERGARA BOCA RATON FL 33433 Input data filename: ukazim2.dat DAT: 7-23-2015 TIME: 8:57:10 Ukazim rafter patio side ukazim2.dat 0***BASIC DATA*** OCODE ALT NO NO O BMS BEST DEST 4 1.5 7.3 0***SPAN DATA*** O BM SPAN WLD 1 2.0 .0 2 5.0 .0 3 3.0 .0 4 3.5 .0 0***UNIF. LOADS*** O BM TYPE LOAD START END WIDTH 1 DL 20.0 .0 2.0 2.0 2 DL 20.0 .0 5.0 2.0 3 DL 20.0 .0 3.0 2.0 4 DL 20.0 .0 3.5 2.0 1 LL 30.0 .0 2.0 2.0 2 LL 30.0 .0 5.0 2.0 3 LL 30.0 .0 3.0 2.0 4 LL 30.0 .0 3.5 2.0 0***CONC. LOADS*** O BM TYPE P LOC 2 DL .0 .0 0***DESIGN DATA*** DESIGN WIND WSHAPE FRCTLL YES NO NO 1.00 0***TOP CHORD LATERAL SUPPORT*** BM DIST1 1 NO LATERAL SUPPORT BETWEEN COLUMNS 2 NO LATERAL SUPPORT BETWEEN COLUMNS 3 NO LATERAL SUPPORT BETWEEN COLUMNS 4 NO LATERAL SUPPORT BETWEEN COLUMNS 0***BOTTOM CHORD LATERAL SUPPORT*** Page 0 0000 • • • • •00• • • • •• • • •• • • • 0000 • • • • 000• •• • • • • • • • • 0000 • 0• • •• • • • • • •• •• •••• • • • • • • • • • • • •• • • ••• • • • •• • 2' • • •� • • • UKA2OUT.TXT BM DIST1 1 NO LATERAL SUPPORT BETWEEN COLUMNS 2 NO LATERAL SUPPORT BETWEEN COLUMNS 3 NO LATERAL SUPPORT BETWEEN COLUMNS 4 NO LATERAL SUPPORT BETWEEN COLUMNS 0***MOMENTS AND SHEARS*** 0 BM MLEFT MMID MRITE VLFT VRITE 1 .0 .0 -.2 .00 .20 2 -.2 .2 -.1 .28 .22 3 -.1 -.5 -.6 .03 .03 4 -.6 .0 .0 .35 .00 0***REACTIONS*** COL R D/T 1 .5 .40 2 .2 .40 3 .7 .40 0***DEFLECTIONS*** BM DEFL. 1 -.00 @ END, -.00" MAX. @ 24.0" FROM COLUMN C/L 2 .01 3 -.01 4 .09 @ END, .09" MAX. @ 42.0" FROM COLUMN C/L OTYPE SIZE RANGES (inches) BASIC STRESSES ELAST MODIFIERS LAM•WHICK SPEC SIZES D/T • •••••• BMIN BMAX DMIN DMAX FB (psi) FV E (ksi) DUR FIRE M@ISe i • • incites) •• • B (in.) D •••• • • • • • • • • • •••• • •• 5 1.50 1.50 7.25 7.25, 1875.00 181.00 1500.00 1.00 1.00.2:00: .00 .00 2.00 OCRITICAL FORCES AND STRESSES FOR EACH BEAM : BM# POS •• •• • • • • • • �10O • • •• • • • • • • • • • . • . • • • SIZE SHEAR BENDING STRESSES •• MMAX.• :': • • B D VMAX FV FVA FB FBA •• • in in kips psi psi psi psi ft -kip 1 LEFT 7.25 7.25 .0 0 181 0 1875 .0 1 MID 7.25 7.25 .0 0 181 0 1875 .0 1 RIGHT 7.25 7.25 .2 5 181 37 1875 -.2 2 LEFT 7.25 7.25 .3 7 181 37 1875 -.2 2 MID 7.25 7.25 .0 0 181 34 1875 .2 2 RIGHT 7.25 7.25 .2 6 181 11 1875 -.1 3 LEFT 7.25 7.25 .0 0 181 11 1875 -.1 3 MID 7.25 7.25 .0 0 181 5 1875 -.0 3 RIGHT 7.25 7.25 .0 0 181 115 1875 -.6 4 LEFT 7.25 7.25 .3 9 181 115 1875 -.6 4 MID 7.25 7.25 .0 0 181 0 1875 .0 Page 0 UKA2OUT.TXT 4 RIGHT 7.25 7.25 .0 0 181 0 1875 .0 NOTE : IF REPORTED SIZES (B,D) ARE NOT IDENTICAL FOR EACH LOCATION IN ALL SPANS, USER CAN MODIFY WIDTH AND DEPTH RANGES (BMIN,BMAX,DMIN,DMAX) SUCH AS TO FORCE THE SANE SIZE FOR ALL LOCATIONS ; THEN RERUN THE PROBLEM FOR FINAL STRESSES AND DEFLECTIONS. ODEFLECTIONS (inches) OBM# DEL 1 .00 2 .00 3 -.00 4 .02 End of WOODCONT Elapsed Time: 0 min 9 sec Page 0 .... . . . • .... • . .. . . .. . • . • . ...• • .... .. . • • • . . .... . .. . .. . . . . • .• •. ••.. • • • . • • . . . • . • . • • • • • • •• • • ••• • • • / r7 e37s c-- 41„ / - 7 arp 74-Z 1459e7e2> 7zW A/2 73' •••• • • • • 0000 • • • • • 00' • • • • 41000 • • • • •••• •• • • • -••• • 0'0 • 110410 • •• • 90 • • • • • 00 •• 0000 • • • • • • • • • • • • • • • • • • • • •• • • 4100 • • ••-O.* •• • Hector F. Vergara PE PO BOX 970504 COCONUT CREEK, FLORIDA 33097 FLORIDA REG. PE: 25764 TEL: (561)718-3535 UKAZIM Residence 960 NE 97 Street, Miami Shores, FI 33138 DATE: 07/20/15 SHORING CALCULATI PAGE # ce, 62 -732 SUBJECT: / L.Pz2-6-----t-/.//7A-J 6 ( (iL2/2 /a,o0,4/2,r72 /27.7 ,e72 0 t./Q x/eo /.szo x 07r(3 • • • • •••• • • •••• •• • • 11 • • • •••• a •••• • • • •• • • • • • •••• • •• •••••• • •• • • • • • •• •• •••• ••••••• • • • • • • • • • • • • • • • • • • •• • • ••• • • • • •• • • • • • • Hector F. Vergara PE PO BOX 970504 COCONUT CREEK, FLORIDA 33097 FLORIDA REG. PE: 25764 TEL: (561)718-3535 UKAZIM Residence 960 NE 97 Street, Miami Shores, FI 33138 SHORING CALCULATIONS SUBJECT: DATE: 07/20/15 PAGE # SOA! LDS, INC. GIVE USA CALL FORA FREE QUOTE! ' RHONE: 30.548SM FAX: 305:548.6510 CAFF0L SJ" ALUMINUM 81;AV5 iihunitnunneaniS Alummum Beams 4" 6.5" STAMM X ALLOWABLE UNiFOKM LOADING IN LBS./FT. & KG/M SPAN FEET METERS 4'-Q" 1.22 5`-0" 1.53 6'-0" 1,83 7._Q" 2.14 8'-0" 2.44 9'--0" 2.75 10"- 0" Minimum Safety Factor is 2.5:1. Deflection limited to span/360 Load=Dead Loaci3 -F Live Load LOAD LBS/FT KG/M' 2475 3688^ 1585 2362 1100 1639 810 1207 620 924 455 678 You ark herr 1Ie > i.('urM1inurN team° ONS. n -r rs Aiumi nu€m Stringer Capacity • • • • • • • • • • Span Lead** 2475 5' 1585 6' 1100 7' 810 8' 620 9' 335 10' 33 11'•.• 12r • . . .190 . 3.05 330 492 • • •rmhrrnurn %kit" Factor is X5!11, • Aluminum Beams and joists are available in a wide range of length with section hioah3 of 71 /4" and 61 /2"_ • • •liefrection is limited to sp L'gQ • •..• .• . • • • • . • • .•.. . .• . . •. .. • • . • • • • • •• • . . •••• . • • . • • .• • • Symons Aluminum joists have a 6' 112" (165mm) section height and are very eco nornial for applications involving h ghePflabs•narrow e! b� • • •• • They are available in lengths ranging from 5' (1_5m) to 21' (6.4rn) in 2' (0.6mm) increments. Odd length_ are the most popular sizes for handset shoring as well as narrow bay flying tables_ They weigh only 3.6 lbs ift_ (5.4 Kg/m) including the 2" X 2" (51 mm X 5 mm) nailing stip. As a result, they are very easy to erect, strip and move_ Their unique computer -optimized design makes these beams unusually strong for thief weight In fact. they can support 2331bs_ per linear ft. (347Kern) on a 10' (3m) span al U360. Copyright 2013 F&R Scaffolds, Inc I Created by AiAwii'li6. Hector F. Vergara P. E, PO BOX 970504 COCONUT CREEK, FLORIDA 33097 FLORIDA REG. PE: 25764 TEL: (561)718-3535 UKAZIM Residence 960 NE 97 Street, Miami Shores, Fl 33138 SHORING CALCULATIONS SUBJECT: DATE: 07/20/15 PAGE # 7 -SHORE "X" SHORING 11, WLEwG ;-1'-',..i4,-;;:typical Shoring Detail w/Ste l``Junior Beams safr®f log&E Ip�e t INAhnicol wow, //%lam%///,, V/V////zz/ ///,./ °- STEELSTRlt4GER, "SHORE,HEAD A[3.lUSTMEfVT SCREW y'a t11-1 I— i—fI—JII Ii 11 ll' 12:-Mr;^I�TI l i9� I lE T 1 SHORE -X ALLOWABLE,WORKIN,GLOADS (LBSJLEG)• • •..• • •••• ADJUSTMENT EXTENSION 1 TIER -10 TIERS UP TO 32" NONE OR 1'-0" TO 5'-0" 11,000 LBSJLEG •••• • • ..•. • •• • • • • •• • • • •• • • • • • • •. • • •it'..• .• .• • • • • • • .•• •••• • • • •.•.• • • • • • • • • • •. •• • • ••• • • . ;. ._ • - • Tower over 60-0" high, consult with the WACO Engineering Department NOTE; •.., 1.) Extensions 1'-0" to 2'-0" require side cross braces only. 3'=0" to 5' 0" require _side cross braces and cross braces across the 'face of the frame. 2)., Thea $ove allowable leg loads reflect a 2.5:1 safety. factor: 3): Reduce allowable Ieg Toads to 90% of above values when 2125 or 2155 cross braces are used. tt `` 4). Reduce allowable Ieg loads to 70% of above values when using 02xx-12, 13, or 15 cross braces. („+: 5). Reduce allowable Ieg loads to 90% of above values when using 0215-07 straddle brace in one level of a tower.. - 6). When using swivel screw jacks in a tower, consult Waco Engineering' Department for allowable loading. 6 • • • • Hector F. Vergara P. E, PO BOX 970504 COCONUT CREEK, FLORIDA 33097 FLORIDA REG. PE: 25764 TEL: (561)718-3535 UKAZIM Residence 960 NE 97 Street, Miami Shores, FI 33138 SHORING CALCULATI S SUBJECT: .5- 2 DATE: 07/20/15 HECTOR F. VERGARA P, E P.O. BOK: 970504 COCONUT CREEK, FL, 33097 PROJECT: SUBJECT: TABLES - RS -1 DATE: 0102106 PAGE: 153 DESIGN TABLES Thb1 SArE SPACING IN INCHES OF SUPPORTS FOR PLYWOOD SHEATHING CONTINUOUS OVER FOUR OR MORE SUPPORTS unvint1 1�nI$0fyinrbijiroCr arg)t-921;aiiUtGirt -Yrtotre cr ii:4?ittee, pa/tits r.4016 itOt Sky 646 af,ft fwgft..9 rOart fet tgittYCII cl 1rfed,V)d, E nHd 6111.zictim triuuttlicOS, Slressrl 11414 Tipeo 14g loug ;cm tatter4. t -;:e sw,;30,1 caNiax T•pwa..-•. E intwalkid Irtnocliari catLiajvts, RrXIN Iiikoff56.„ tX4I gan nxrict to zptrA 8r.tviod ticistlem tft:w13 gqin G•fiNTOcii1,35p3-1 RagNi Stow rni PS Strvied Tr.34*.s. repo grOnfig*,13131.r.4zn Smiled U:kmk:tss, fatIO wa'r. per.trwattkilr ".4 3:1 ' • 14 3,1" 75 20 23 I, :26 31 100 13 21 i -324.0:i 20 125 15 20 23 27 150 15 18 .Z2_:1 1 26 175 15 17 20,. 25 -3, 14 17 ,. '1V" 24 12 15 t."41:7;-.7. 22 11 13 ' 154:,! zo 10 12 I ...IA"; 200 30. 0 400 500 000 700 600 000 1000 1100 1200 1300 1400 1500 1600 1700 1800 1200 Z000 2220 7400 2600 2800 3000 ID 8 8 7 7 7 18 11 rtitii34 10 11 123 15 10 14 9 10 13 9 ,1037,?-‘ 12 8 12 4541 8 ;;I• 11: 8 11 tO 14 18 25 13 17 23 8 12 15 22 8 11 14 21 7 10 14 20 7 6 5 5 5 4 4 4 4 v.) 13 9 11 8 10 7 10 0 7 9 6 0 lfl 16 15 14 10 12 8 12 8 11 n MI 11 I 6 7 3 11 3 4 , 4 6 7 t); " 10 4 6 7 I" 63131 10 4 7 8,7?wf'l 9 7 ,. 0 7. • "i 5 13 5 6 5 8 5 6 9 4 5 5 4 5 5 • 4 4 5 4 4 5 6 10 6 9 5 6 a 4 5 8 4 5 8 4 5 7 4 5 7 4 5 7 4 4 7 t' 4 4 6 - 4 4 5 4 5 5 213 23 26 31 18 21 24 29 16 20 23 27 16 16 21 26 15 17 20 25 14 17 19 24 12 14 16 20 10 12 14 18 9 14 12 16 0 10 11 14 8 9 10 13 7 9 10 12 7 8 .9 12 9 11 8 11 7 I a 5 7 8 9 8 7 9 5 6 7 8 5 6 7 4 5 5 7 4 5 6 4 5 6 4 5 0 7 4 5 5 4 4 5 6 4 5 5 4 4 5 4 10 14 8 12 8 12 7 10 16 17 15 14 14 25 23 22 21 20 7 10 13 10 a 0 11 10 5 8 10 15 5 7 10 • • • 14 •7 " • • 0-, • " 44012•001 ••••• IZ atm • AG 7 • 10 WWI& • 9 4' or 4•••• 5 :Y. • .10 Of3 • • 9 4 • .1 :5 ....8 8 ,4,.••• 7 4:1••: • •7 • 4 7 • • • • • • 4 ern • •4 • • 4 • • • • •4 cm • • 4 :(5 6 4 13 4 6 4 5 5 4 Note: At.;ova sok/ Aro; do 6e.b1ionr nantrds span, actiow anshed ffne, ra.aing shbar geverns,13eMen The A'rtss bericArg Spans ziiro gi-erf caner 4c center of Support°, ossonVog114 in. support whriltt for Id/9W 5-5331ana.. SUPP311 of � d'aeleni wet, ere used, dereifed coicukdirAis shot& be made 16 Choc VOriS. Of the range now shown a COr11a49d by shear. Celarta600s. kir these (awes am based on section prOAeMe$ given In Table 1.3 ff 813 Ckiss concrete forolinc,3g3o0.61 0( '"erbOri (5* used. Catul'alions 431 himed w df/I M.n 5RofcterK0 479 I0 obIptearna, whi.* k)nrrce soons. • • • • • • • • • • • • • • • • • I • • • • • • • Hector F. Vergara P.E. PO BOX 970504 COCONUT CREEK, FLORIDA 33097 FLORIDA REG. PE: 25764 TEL: (561)718-3535 UKAZIM Residence 960 NE 97 Street, Miami Shores, Fl 33138 SHORING CALCULA .-------3 SUBJECT: ? DATE: 07/20/15 PAGE # GENERAL NOTES 1. ALL SHORING TO COMPLY WITH THE RECOMMENDATIONS OF ACI STANDARD 347 LATEST EDITION. 2 ALLOWABLE TIMBER LOADS WERE BASED UPON THE FOLLOWING STRESSES: 2.1 BENDING Fb= 1,500 PSI. 2.2 SHEAR Fv= 145 PSI 2.3 COMPRESSION PERPENDICULAR TO GRAIN Fp= 500 PSI. 2.4 COMPRESSION PARALLEL TO GRAIN: Fc= 1,000 PSI. 2.5 MODULUS OF ELASTICITY E=1.500,00 PSI. 3. ALLOWABLE SHORING LOADS AS PER "F & R SCAFFOLDS INC." ALL OTHER ALLOWABLE LOADS AS PER "NATIONAL FOREST PRODUCTS ASSOCIATION" WOOD STRUCTURAL DESIGN DATA. 4. DESIGN CRITERIA: CONCRETE WEIGHT: 150 POUNDS/CU. FT. LIVE LOADS: 150 PSF. 5. UNDER ALL SHORING LEGS, GENERAL CONTRACTOR/BUILDER SHALL VERIFY A MINIMUM SAFE SOIL BEARING PRESSURE OF 3,000 PSF; COMPACTED SOIL SHALL BE LEVEL TO INSURE PROPER MUD SILL BEARING. NO EXCAVATION SHALL BE PERMITTED IN SHORED OR RESHORED AREAS UNTIL SHORES HAVE BEEN REMOVED. 6. SOIL BEARING CAPACITY SHALL BE CERTIFIED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF FLORIDA 7. MUD SILLS BY OTHERS. STAIRS AND BEAMS SHORING BY OTHERS. IF NECESSARY, PRECAST SHORING BY OTHERS. 8. THE USE OF PUBLICATIONS OF SCAFFOLDING, SHORING AND FORMING INSTITUTE, INC. IS HIGHLY RECOMMENDED. 9. SHORING AND RESHORING NOT DESIGNED FOR MOTORIZED EQUIPMENT. 10. THE UTMOST BEARING CAPACITY OF SOIL IS TO BE DETERMINED BY A GEOTECHNICAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. 11. THE USE OF PLYWOOD IS TO BE KEPT IN GOOD CONDITIONS. ERECTION 1. ALL SHORING AND RESHORING EQUIPMENT SHALL BE ERECTED PLUMB AND LEVEL UNLESS OTHERWISE NOTED ON THE DRAWINGS. 2. WHEN SHORING IS ERECTED ON GRADE, ADEQUATE SILL SUPPORT MUST BE PROVIDED. 3. IT IS THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL DIMENSIONS ON SITE. ANY DISCREPANCY MUST BE REPORTED TO THE SHORING ENGINEER BEFORE PROCEEDING WITH WORK. 4. THE FORMWORK AND FALSEWORK MUST BE ADEQUATELY BRACED AND STABILIZED AGAINST WIND AND OTHER EXTERNAL FORCES TO MEET REQUIRED SAFETY FACTORS. 5. ALL SHORING, FORMWORK AND ACCESSORIES MUST BE PROPERLY ATTACHED AND SECURELY FASTENED. 6. THE CONTRACTOR IS TO HAVE SOLE RESPONSIBLITY FOR COMPLIANCE WITH THE SAFETY REQUIREMENTS FOR FALSE WORK DURING DISMANTLING, FLYING AND ERECTION OF EQUIPMENT. 7. THE SAFETY RULES FOR SHORING AND FORMWORK AS PUBLISHED BY "SCAFFOLDING, SHORING FORMING INSTITUTE, INC.", AND OTHER APPLICABLE LOCAL SAFETYREGUTATION MUST BE FOLLOWED DURING THE ERECTION OF ALL SHORING AND RESHORING EQUIPMENT, AND DURING THE CONCRETE PLACEMENT. 8. SHORING HAVE BEEN DESIGNED FOR VERTICAL GRAVITY LOADS ONLY. WIND AND LATERAL LOAD DESIGN BY OTHERS. 9. DENOTES HEAVY DUTY SECTIONAL SCAFFOLD FRAMES (10,000 LBS PER LEG CAPACITY) 10. = DENOTES HEAVY DUTY STEEL POST SHORE ij LEGEND HD SHORING FRAME 41-0" WIDE @ 5' O/C Iv 6.5" ALU BEAM STRINGER O/C ON U HEAD (2) 6.5" ALU BEAM STRINGER ON FLOOR JO 4x4 WOOD JOIST PER SHORING FRAME LEG BEAM AND ATTACHED TO WOOD RAFTER O1 ❑5 PROVIDE LACING WITH 2x4 WOOD ` `�``i111111 pikP4 "4 ={L•: N E.J. NEW CONC. SLAB L1111��111�111)ult1;l� Ifi lav i�711 I��III�I 2x WO D BLOCKING ra THIRD POINTS I II 111111 RO SE 2x 16 OOC )ISTS @ 1 O.0 OVER EXI . C NC.: LAB PR OSED' x WOOD JOIE @ 16" O.C. OVER EX T. COt,C. SLAB 2x 00 BL CKING� MI .SPAN 2x WO DBLO THIRD 1 KING-" DINTS I WI EXIST. CONC. PAD TO REMAIN FLOORING AS REQUIRED AFTER INSTALLATION OF SHORING POST • PATCH EXISTING PLYWQOD FLOORING AS REQUIRED AFTER INSTALLATION OF SHORING POST •. • • 1• ••a • ••0 •• I• ••� • • • • •• • • 11J.0 • • •• •• co < 0 Z a Z cc• W O 3••• • ▪ • 1 •• • • • a • • • • • •• F•• •• ; ••I• •I•• CO• • • • L•••• • ••< j C111 JE •• 1 • • L. •• zJ 1 y�C 1 C w 0qn- W 4.10 u..7 leON .71 SEJ ('�1 1 F i. Q. iti3 lMMy 1 r: • • • EXISTING FLOOR JOISTS TO REMAIN THROUC HOUT HATCHED AREA EXIST. COL. TO REMAIN EXIST. COL. TO REMAIN AX STS ON ALU TOP END © PROVIDE (3) LAYERS OF 2'x2'x3/4" PLYWOOD MUDSILL NEW CONC. STEPS TE -2 SHORING PLAN scale: 1/4"=1' Note: SHORING HAVE BEEN DESIGNED FOR VERTICAL GRAVITY LOADS ONLY. WIND AND LATERAL LOAD DESIGN BY OTHERS. E. , IL REVISION rMIE p .IO.NIC " - 1RE MK: r4. IMr w,rr •.. • . •. •.. •• • • •• •• •• • •• •• •• • • • • •• •• • ••• ••• ••• TRIO DESIGN CONSULTANTS. LLC - C.OA. #E 27678 • . ;.: •• •• :..:• • 1 1 NOT APPROVED [ ] APPROVED AS NOTED [ ] REVIS : RESUB . []Rl1n, %dFi 14 SIGNATUR•irjr Designer's reviews far general • • - t__ ad deign and contract documents. or comments d nab canoed ed as relieving the Conb'actor from conics oe alb M poled dans and specifications, nor depollutes therefrom. �pnrr�elhCpontractor*Nndlu responsiand condo*. al quantities o dimensioor delob and ns. for for We0 g mtwx for tabdcallpn prooeeseR for techniques of assembly and mor perfonntkhg w wank In a safe maim ••• • • • • • • •• • • • • • • • • 0000 • •• ••• • •• • • • • •• •• • • • • • • ••• .• ••• •• • •.. •. . •••• • . . . . . • • • EXISTING CEILING JOIST TO REMAIN 0 V / m \--1. 0 EXISTING WOOD RAFTERS TO REMAIN TEMPORARY HORIZONTAL STABILIZER BY OTHERS LEGEND ❑1 HD SHORING FRAME 4'-0" WIDE @ 5' 0/C MAX E2 6.5" ALU BEAM STRINGER 0/C ON U HEAD E (2) 6.5" ALU BEAM STRINGER ON FLOOR JOISTS ® 4x4 WOOD JOIST PER SHORING FRAME LEG ON ALU BEAM AND ATTACHED TO WOOD RAFTER ON TOP END 111 PROVIDE LACING WITH 2x4 WOOD © PROVIDE (3) LAYERS OF 2'x2'x3/4" PLYWOOD MUDSILL Q CD D) Orn -U (7:0) 0=0a 7173 rn >o nz�W rn rn p A r N � 0 x n N EXISTING CEILING JOIST TO REMAIN EXISTING WOOD RAFTERS TO REMAIN TEMPORARY HORIZONTAL STABILIZER BY OTHERS /\\/,\ i..... / 0111111111// • * "41 (n II 11111 JOB UKAZIM RESIDENCE ,11LG; ? 1 N 1 960 NE 97 Street,Miami Shores CLIENT : M2 Development Group SHORING DETAILS RAIDEL Designed and D2 DeLEZ 1 �i�y di/ ``‘7‘,.S,''. -----''J—‘' `` � — tjf1 PE P.O. BOX 970504 COCONUT CREEK, FL 33097 TEL. (954) 478-3962 E-MAIL : RECTORFVERGARA�YAHOO.COM YAHOO.CO FLORIDA REGISTER 8 25764 i ,, MM ORARY FENCE 8 BUILDING SUPPLY, Inc 2100 N.W. 8 AVE MIAMI, FLORIDA 33127 TELEF: 305-548-5090 / FAX: 305-548-0510 E-MAIL : FRSCAFFOLDBAOL.COM if I FF F �' L DAVID A. DACQUISTO, AICP P ANN NG 3 ZO' ING DIRECTOR DEVELOPMENT ORDER Miami ._��io��e. V t Uac e File Number: PZ -04-15-2015186 Property Address: 960 NE 97th Street 10050 N.E. SECOND AVE MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756 8972 Property Owner/Applicant: Uchenna Ukazim Address: 1521 Alton Road, # 426, Miami Beach, FL 33139 Agent: Address: Evelyn Barrazzi 17100 Collins Ave, # 220, Sunny Isles., FL 33160 Whereas, the applicant Uchenna Ukazim (Owner), has filed 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. Facade improvement. Front and rear enclosures. Whereas, a public hearing was held on May 28, 2015 and the Board, after having considered tit• • application and after hearing testimony and reviewing the evidence entered, finds: . •. • •••• • • •• • • 1. The application was made in a manner consistent with the regd.83iehts of tilt • Land Development Code of Miami Shores Village. • • •• 2. The conditions on the property and the representations made at th I�e�ting ni: rrt.. • • consideration and are consistent with the requirements of the Lapj•Qvielopmea•• • • Code. • • . • • •. •• •. • • • The Board requires that all further development of the property shall be perforr• nedince manner • •• consistent with the site plan, drawings, and the conditions agreed upon at the hearfng:••• • •• • • ••• • • . .. • 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 475 sq. ft. rear addition and 120 sq. ft. front addition/foyer. 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 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 Pale Iof2 • • • •. • • • • •••• • •••• • • • •• • • •• • • • • • • • •• • • • •. • t - review and approval of the Building Official and the Planning Director. Changes to 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. 3) An erosion and sedimentation plan subject to review and approval by the building official is required if ground 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. 4) Landscaping as shown on Sheet No. SP -1 shall be compliant with Division 17 of Appendix A. Village of Miami Shores Code of Ordinances. The applicant shall not reduce the approved landscaping without planning board approval except the planning director may approve modifications administratively where modification to the landscape plan is necessary to comply with Division 17 or to add additional landscaping. 5) Ground cover must comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf is specifically prohibited. 6) Applicant to obtain all required building permits before beginning work. 7) 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. 8) Applicant to meet all applicable code provisions at the time of permitting. 9)•`l:his: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 ..ttlArgl chair, or if the work authorized by it is suspended or abandoned for a period of .at.least one (1) year. • •••• •4'!i;•appliegterl. ith conditions was passed and adopted this 28th day of May, 2015 by the •• Qlanning alvWQping Board as follows: • • • • • ••Mr.:Abram`tis • Yes • • ••Mr. Busta• ••• •• Absent • • • • MP. Reese Yes Vacant Chairman Fernandez Yes // Zd/ 11/ Date r 1 Richard M. Fernandez diairman, Planning Boa d Page 2 of — — —romeemorakeimereedIkee MICHAEL 60PEL Notary Public - Stale al Flod ds My Comm 1*.s AsO 25.2011 Commisslo. . FF 125007 auMeTkaiaMMoril WryAsa Imoommoormoomonsommmommoomwmo CFN: 20150190221 BOOK 29549 PAGE 3748 DATE:03/24/2015 12:13:02 PM DEED DOC 4,290.00 HARVEY RUVIN, CLERK OF COURT, MIA-DADE CTY Prepared by and retum.io: Michel Borell, P.A 7200 Corporate Center Drive, fluke 912 Miami, FL 33126 305.507.0036 Parcel Identification No. 11.3206-014-3160 jSpace Above This Line For Recording Data) WARRANTY DEED (STATUTORY FORM - SECTION 689.02, F.S.) This Indenture made this —1-6d4 day of March, 2015 between SIDNEY W. REESE, 111 and MELINDA D. REESE, as husband and wife, whose post address 3665 S.W. Thurber Place, Palm City, FL 34990, grantor, and UCHENNA UKAZIM, a single man, whose post office address is 960 N.E. 97 Street, Miami Shores, FL 33138, of the County of Miami -Dade, State of Florida, grantee*, Witnesseth, that said grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS (S10.00) and other good and valuable considerations to said grantor in hand paid by said grantee, the receipt whereof is hereby acknowledged, has granted, bargained, and sold to the said grantee, and grantee's heirs and assigns forever, the following described land, situate, Tying and being in Miami -Dade County, Florida, to -wit: Lots 3 and 4, Block 77, MIAMI SHORES SECTION NO. 3, according to the plat thereof, as recorded in Plat Book 10, Page 37, of the Public Records of Miami -Dade County, Florida. and said grantor does hereby fully warrant the title to said land, and will defend the same against lawful claims of all persons whomsoever. •'Grantor and 'Grantee' are used for singular or plural, as context requires. In Witness Whereof, grantor has hereunto set grantor's hand and seal the day and year first above written. Signed, sealed and delivq>1§d in our presence: ,�..... : • “Seal) Witness Name: . •e/lr _r i// SINEY IREESE, Ili • ••• • • • • • • •• •• • STATE OF FLORIDA COUNTY OF MIAMI-DADE MELINDA D. REESE • • • • •••• •• • • • • • • • • •••• • •• • • •••_(Seal) •••• • • • • • •• •• •• • • • • • • • • • . • •. • • • •� • • • ••. • • • • • • The foregoing instrument was acknowledged before me this day of March, 2015 by SIDNEY W. REESE, III and MELINDA D. REESE, as husband and wife, who [_]ftre personally known or [X] have produced a Driver's License as identification. [Notary Seal] Notary Public • • • • NORTH LOCATION MAP Scale: 1" = 150' N.E. 97th STREET Q /// 8.12' BIo 11 50' ck 12 50' 50' ,2 5o' 50\ 1 1"2 5o' 77 13 50' 14� 50J N.E. 96th STREET LEGAL DESCRIPTION: FOLIO: 11-3206-014-3160 LOTS 3 AND 4, BLOCK 77. " MIAMI SHORES SEC110N No. 3 ', ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 10, AT PAGE 37, OF THE PUBLIC RECORDS, OF MIAMI-DADE COUNTY, FLORIDA. PROPERTY ADDRESS: 960 N.E. 97th STREET, MIAMI SHORES, FLORIDA 33138 FLOOD ZONE: 'X' COMMUNITY: 120652 DATE OF FIRM: 09-11-2009 SUFFIX: L PANEL: 0306 ELEVATION: N/A GENERAL NOTES: 1) LEGAL DESCRIPTION PROVIDED BY OTHERS. 2) EXAMINATION OF THE ABSTRACT OF THE TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS, IF ANY, AFFECT THIS PROPERTY. 3) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT OR OTHER RECORDED ENCUMBRANCES NOT SHOWN ON THE PLAT. 4) UNDERGROUND PORTION OF FOOTING, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 5) ONLY VISIBLE ON ABOVE GROUND ENCROACHMENTS LOCATED. 6) WALL TIES ARE THE FACE OF THE WALL. 7) FENCE OWNERSHIP NOT DETERMINED. 8) BEARINGS REFERENCED TO UNE NOTED AS B.R. 9) BOUNDARY SURVEY MEANS A DRAWING AND/OR GRAPHIC REPRESENTATION OF THE SURVEY WORK PERFORMED IN THE FIELD, COULD BE DRAWN AT A SHOWN SCALE AND/OR NOT TO SCALE. 10) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 11) NOT VALID UNLESS SEALED WITH THE SIGNINGS SURVEYORS EMBOSSED SEAL. 12) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN. 13) ELEVATIONS IF SHOWN ARE BASED UPON N.G.V.D. 1929 UNLESS OTHERWISE NOTED. 14) THIS ISA BOUNDARY SURVEY UNLESS OTHERWISE NOTED. 15) THIS BOUNDARY SURVEY HAS BEEN PREPARE FOR THE EXCLUSIVE USE OF THE ENTITIES NAME HEREON. THE CERTIFICATIONS DO NOT EXTEND TO ANY UNNAMED PARTIES. 16) BENCHMARK: N-800 ELEVATION: 9.34 FEET LOCATION: N.E. 96th STREET & U.S. HWY. #. 1 CERTIFICATION: SURVEYOR'S CERTIFICATION: I HEREBY CERTIFY THAT THIS 'BOUNDARY SURVEY" IS A TRUE AND CORRECT REPRESENTATION OF A SURVEY PREPARED UNDER MY DIRECTION. THIS COMPLIES WITH THE MININ I TECHNICAL STANDARDS, AS SET F • .TH BY THE STATE OF FLORID OARD OF PROFESSIONAL SUR ' ORS AND MAPPER JF9CH 5J-17.051, FLORIDA ADMINISTRAT E u DE PURSUANT i;Q !ON 4 .027, FLORIDA STATUTES. FOR THE FIRM PSJC tQ3. 5101 -STATE OF FLORIDA NOT VALID ITHOUT AUTHENTIC ELEC1RCN (%SIGNATURE AND AUTHENTICATED ELECTRONIC SEAL A D/OR THE MAP IS NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A LICENSE SURVEYOR AND MAPPER. 0 30' w D z 0 Ir CERTIFIED TO: UCHENNA UKAZIM ABBREVIATIONS AND LEGEND: A/C•=DENOPES AIR OONDITIONING UNIT OONC• • •=DENOTES CONCRETE • (M)• • •=DENOiEt WSURE • • (F) • =DENOTEt ?ECCTRD (!) =DENOTES CALCULATED • R4W • • • •=DENO:ES/RIG%- OF- WAY • • • • =DENOTES CVITERUNE • • U.E. • •=DENOiEn:Mlii EASEMW • • PTB' • •=DENOTM,LATI3OOK • Pp' •: •: =DENOTES PAGE • • • • =DENO: V• �1V METER• • •=DENOTES WOOD POW POLE • •-DENOT16 MOOD FENC: -DENOTHh}CHAL LINK FENCE o-DENOTES IRON FENCE —OH— =DENOTES OVERHEAD WIRES 0 =DENOTES FOUND IRON PIPE (NO ID.) • =DENOTES FOUND NAIL AND DISC • • • • ALL BEARINGS AND DISTANCES SHOWN HEREON ARE RECORD AND MEASURE UNLESS OTHERWISE NOTED. MIGUEL ESPINOSA LAND SURVEYING- INC. PROFESSIONAL SURVEYOR AND MAPPER 10665 S.W. 190th STREET, SUITE 3111, MIAMI, FLORIDA 33157 PHONE: (305) 262-2992 FAX: (305) 964-9303 L.B. No. 6463 BOUNDARY SURVEY Original Date: 04/14/2015 Field date: 04/13/2015 Revision Date: 04/14/2015 Drawn by: R.U. Job No. S-11524 MAP OF SURVEY Scale: 1" = 20' 97th- STREET q1 22' Asphalt -Pavement .:.......... . . a ' •i • n 75' TOTAL R/W ....... •... 23.5' Parkway 75' TOTAL R 4 S90°00'00"E 100.00' 5 Sidewalk'' Found 1/2" Iron Pipe No Id. " MIAMI SHORES SECTION No. 3 " 12.40' 9.0' a 17.00' s • O • ts,••••Q cr) Ln r\ .. U• ••p w• •iibPne ,i- ^, • 0 • • • Found 1/2" Iron Pipe No Id. id m� 21.40' Nf� �� g v N Garage o" 111••111, ` F.F. Elev. 9.82 Ft. 6 '••• •••• •• • •• • • • • .0 •• r, •••• in • • e • • • • • • • • •• • •••• • • •••• • •• • • ••• • • • • •• 11.78' •• •• s • • • • • • • • • • •• 21.00' 11.70' 6.0 • • • c 0 U N Steps ' 1(V Porch 13.00' 26.40' 20.80' 1 -STORY -1 BUILDING Residence! No. 960 Mail F.F. Eley. 11.80 Ft. Low. F.F. Elev. 11.10 Ft. 3434' �Q1 :i N Terdace 34134' T 0r -� -0I 1 ml 0 3' 4 m - ip •110. • a • •• 0 m 0'I Planter 0.36' A/C Elev. 4.0' /10.40' o,Q 9.00' 10.38' ----► O Ln 0 O 0 z 19.50' 10.65' 58.60' a Wood Fence 6' high 0 5.0' a " 00a \off• 0.10' a.1 130.00' 4`� NORTH Lot 2 - Block 77 Found 1/2" Iron Pipe No Id. N90°00'00"E 100.00' ..................... .................... T Lot 11 - Block 77 T Lot 12 - Block 77 P.B. 10 - PG. 37 ,c72, z DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION NOTICE OF ACCEPTANCE (NOA) 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 PERA -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. PERA 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 "IHR -710" Aluminum Horizontal Sliding Window - L.M.L APPROVAL DOCUMENT: Drawing No. 4127-10, titled "Alum. Horizontal R511er'Windovtr 1hipact", sheets 1 through 11 of 11, dated 02/28/2006 with the latest revision "E" dated 1077/4011, p..eFarsd by PGT Industries, Inc., dated 02/01/2012, signed and sealed by Anthony Lynn MjljeCo . E., bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance to tuber and • Expiration date by the Miami -Dade 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 name. or logo, city, state, • • model/ series and following statement: "Miami -Dade County Product Control Approved unless otherwise • noted herein.•• • •• . RENEWAL of this NOA shall be considered after a renewal application has been Med 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 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 No. 11-0630.02 and consists of this page 1, evidence pages E-1, E-2 and E-3, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. MIAMI-DADE COUNTY, FLORIDA . PRODUCT CONTROL SECTION 11805 SW 26'" Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 P (786) 315-2599 www.miam idade.nov/gera/ .•• • • • • • • • • • • • • • • I•RADE COUNTY 2$ t� APPROVED NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. (Submitted under NOA's No.'s 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 02/28/2006 with the latest revision "E" dated 10/17/2011, prepared by PGT Industries, Inc., dated 02/01/2012, 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 XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5330, dated 07/18/2007, 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, Type "C" sliding window, Grade 10, • . :••••• ,.o« FBC 2411 3.2.1, TAC 202-94and .,o« ASTM T.' 842- 04 • • •• : ••' • :. •• pjng with marked -up drawings and installation diagram of XOX aluminum •• • .• horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test • • : keport No. FTL-4858, dated 03/08/2006, signed and sealed by Edmundo • • • . • Larkaespada, P. E. • : ••• •• • (A�iubmitted under NOA No. 06-0405.06) • • • 3. 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, Type "C" sliding window, Grade 10, per FBC 2411 3.2.1, TAS 202-94 and -per ASTM F 842-04 Along with marked -up drawings and installation diagram of XOX aluminum horizontal sliding window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4859, dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) E-1 Jaime D. Gascon, P. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC, prepared by PGT Industries, Inc., dated 10/26/06, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NOA No. 07-0815.09) 2. Complies with ASTM E1300-98/ 04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 08-0206.01 issued to Solutia Inc. for their "Saflex HP Glass Interlayer" dated 04/17/2008, expiring on 04/17/2013. F. STATEMENTS•••• 1. Statement letter of conformance and compliance with the F$ 2j07 (war the 2009 .• • supplement) and FBC-2010, dated 10/25/11, signed and sealed by Anthony Lynn Miller, P. E. . •• • . • 2. Statement letter of no financial interest and independence, dated 70/25/11 j shed arid: • • . sealed by Anthony Lynn Miller; P. E. • .• . • • •. . • : 3. Letter of Adoption of as his Own, the Work of another • Einitineer par Section . • 61015-27.001 of the F.B.P.E., dated 10/07/11 signed and Sealed by f tjwy Lyruq• • : • Miller, P. E. • • . . • • 4. Statement letter of no financial interest, conformance and compliance wiii:t%e FBC- 2007, dated 06/29/2011, signed and sealed by Robert L. Clark, P. E. (Submitted under previous NOA No. 11-0630.02) 5. Laboratory compliance letter for Test Report No. FTL-5330, issued by Fenestration Testing Laboratory, Inc., dated 07/18/2007, signed and sealed by Carlos S. Rionda, P.E. (Submitted under previous NOA No. 07-0815.09) Jaime D. Gascon, P. . Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 E-2 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS (CONTINUED) 6. Laboratory compliance letter for Test Reports No.'s FTL-4858 and FTL-4859, issued by Fenestration Testing Laboratory, Inc., dated 03/08/2006, signed and sealed by Edmundo Largaespada, P. E. (Submitted under NOA No. 06-0405.06) G. OTHERS 1. Notice of Acceptance No. 11-0630.02, issued to PGT Industries, Inc. for their Series "HR -710 Aluminum Horizontal Roller Window - L.M.I.", approved on 08/18/2011 and expiring on 12/21/2016. .. • . • • •••• . •• . • • •••• • • .. • ..• • •. . • • . • . • •' • •• . • . • .• . ...• • • • • • •• • •.• . •. • • • •..• .• •. • . . • . .• • •• .• E-3 Jaime D. Gascon; P. E. Product Control Section Supervisor NOA No. 11-1114.04 Expiration Date: December 21, 2016 Approval Date: February 16, 2012 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 G THRU L MUST HAVE A TEMPERED GLASS CAP. A. 5/16" LAMI CONSISTING OF (2) LITES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. B. 516" LAMI CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A.090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. C. 5/18" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. MI D. 7/16" LACONSISTING OF (2) LITES OF 3/16" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. E. 718" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/18" FEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. F. 7/18" LAMI CONSISTING OF (2) LITES OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. G. 13/18" LAMI 1G: (1) LITE OF 1/8" OR 3/18" ANNEALED (MIN.) GLASS, 5/16" OR 3/8" AIR SPACE AND 5/16" LAMI CONSISTING OF (2) UTES OF 1/8" ANNEALED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. H. 13/18" LAMI IG: (1) LITE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS. 5/16" OR 3/8" AIR SPACE AND 5/18" LAMI CONSISTING OF (1) UTE OF 1/8" ANNEALED GLASS AND (1) LITE OF 1/8" HEAT STRENGTHENED GLASS WITH A .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. MI 1. 13/16" LA10: (1) LITE OF 1/8" OR 3/18" ANNEALED (MIN.) GLASS, 8/18" OR 3/8" AIR SPACE AND 5/18" LAMI CONSISTING OF (2) LITES OF 1/8" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. J. 13/16" LAMI IG: (1) UTE OF 1/8" OR 3/16" ANNEALED (MIN.).GLASS, 3/16" OR 1/4" AIR SPACE AND 7/16" LAMI CONSISTING OF (2) LITES OF 3/18" ANNEALED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PVB INTERLAYER. K. 13/16" LAMI IG: (1) LITE OF 1/8" OR 3/18" ANNEALED (MIN.) GLASS, 3/16" OR 1/4" AIR SPACE AND 718" LAMI CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS AND (1) LITE OF 3/18" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEXIKEEPSAFE MAXIMUM PVB INTERLAYER. L. 13/16" LAMI IG: (1) UTE OF 1/8" OR 3/16" ANNEALED (MIN.) GLASS, 3/18" OR 1/4" AIR SPACE AND 7/18" LAMI CONSISTING OF (2) UTES OF 3/16" HEAT STRENGTHENED GLASS WITH AN .090 DUPONT BUTACITE OR SAFLEX/XEEPSAFE MAXIMUM PVB INTERLAYER. 2. CONFIGURATIONS: OX, XO, XOX 3. DESIGN PRESSURES: (SEE TABLES, SHEET 3) A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-02. B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-02. 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. 5. SHUTTERS ARE NOT REQUIRED. 6. FRAME AND PANEL CORNERS SEALED WITH NARROW JOINT SEALANT OR GASKET. 7. REFERENCES: TEST REPORTS FTL-4858, FTL-4859 AND FTL-5330. ELCO TEXTRON NOA: 04-0721.01, 03.0225.05 ANSI/AF&PA NDS -2006 FOR WOOD CONSTRUCTION ADM -2005 ALUMINUM DESIGN MANUAL • •• ••• • • • • • •• • • • 8. THIS PRODUCT HAS BEEN DESIGNED & TESTED TO COMPLY WITH THF.R.EOUIREMEN!S OF 11HE ILONIDA BUILDING CODE, INCLUDING THE HIGH VELOCITY / ^ HURRICANE ZONE (HVHZ). • • • • • •• • • • • 9. FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY REMAIN UNCHANGED. Road BoRya killtg • J.L Jr� Alm 1f/17/11 E FBC2010CODE CHANGE • • •• . .•. • • . •• • •• •1p0 TECINOLFL�y Ati NI. •• • • • bake 1120/11 ADDED 10 CAP TO BE TEMPERED +SOFT NOM Rawl* FX • re eye F.IG Mee _utsm 2128478 Arderne c ADD F11.4330 TO NOTES Ti CHO. NOTE 87D CURRENT ED • %i. J.J. 313/00 • P.O.sof len NOKOMIS, FL3427e • • 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 5 ANCHORAGE 8-11 • GENERAL NOTES ,e. ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Beth hdreket ,8710 •. NIS 1 r 11 4127-10 E PRODUCT REVISED w complying with lie Plaids Banding Code Accopleow No `111111117/! • .SON( LYNN 4//4//,' `��`r.•�\peNse ••.LP* * .• No. 58705 u• ��. ' •. 4.ORROP••• 6. 1L OF `\ A. LYNN )JrtL�FL P.E. P.E.e 08705 ••• • • • • ••• • • • • • • • • • ••• • • • • • • • • • •• •• • • • ••• • • • ••• • • • • • •• ••• • • • ... • • • •• •• . • • ••• •• • •• • • • •. • •• •• •• • • •• . • ••• •• •• • • • • • •. . • • • • • • -•—•—•—•—• •-• 1/2" NOM. GLASS BITE V (60,61,62) 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5/18" NOM. 5/16" LAMINATED GLASS •••• •• • •• • •• • •• • • • • • • • • • • •• •. • • •• • . • • • . • • •. • •• •• • •• • • • • • •f • •• ••• • • • • •• • • • • • 1/2" NOM. GLASS BITE •• ••• • • 1/2" NOM. GLASS BITE 66,87,68,69,70,71 63,64,65 aEXTERIOR INTERIOR E> (ALL SECTIONS) 3/18" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/18" LAMINATED 7/16" LAMINATED GLASS 1/2" NOM. GLASS BITE 72,73,74,75,76,77 1/8" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 1/8" ANNEALED OR HEAT STRENGTHENED GLASS 5/18" LAMINATED 5/18" OR 3/8" AIR SPACE 1/8" OR 3H8" ANNEALED OR TEMPERED GLASS pp 13/18" NOM. 13/16" LAMI IG GLASS W/ 5/16" LAMI 3/18" ANNEALED OR HEAT STRENGTHENED GLASS .090 SOLUTIA OR DUPONT PVB INTERLAYER 3/18" ANNEALED OR HEAT STRENGTHENED GLASS 7/18" LAMINATED 3/18" OR 1/4' AIR SPACE 1/8" or 3/18" ANNEALED OR TEMPERED GLASS pp 13/18" NOM. 13/18" LAMI IG GLASS W/ 7/16" LAMI FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND ANCHOR QUANTITY TO REMAIN UN CHANGED. rower J.J. •,k 10,17/11 RMbec NO CHANGE THIS SHEET ***my J.R. ,•wail FK ***is F.K2/2096 Datig 6120/11 7•rYhn" 0 ADDED IO CAP TO BETEMPERED a +SOFTNOTE 4/16197 0.4 fewMome C u•ewbK J.J. NO CHANGE THIS SHEET ISMS 1070 TECHNOLOGY DRIVE NOKOMIS, FL34276 P.O. BOX 1829 NOKOMIS, 8.34274 PcT 7 iib Better GLAZING DETAILS ALUM. HORIZONTAL ROLLER WINDOW, IMPACT HR71D Full Vass 2 + 11 4127-10 lane E PRODUCT REVISED as complying with the Florida Building Code >me ,A.isa i. j M Dade ' uat 4 RES 68706 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 0 0 • • • 0 0 0 • • TABLE 1. XOX (1/4,1/2,1/4) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS WI SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 26" 36" 38 3/8" 48" 50 5/8" 54" 60" 63" 84" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +80.0 -60.0 +60.0 -60.0 +60.0 -60.0 96" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +58.8 -58.8 +56.2 -56.2 106 3/8" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +80.0 -80.0 +55.2 -55.2 +52.3 -52.3 FOR INSTALLATION IN THE HVHZ ABOVE 3O 108" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +54.6 -54.6 +51.7 -51.7 L FTSGLASSHAVE ATYPESG- HALL 111" A,B,G,H +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +60.0 -60.0 +59.5 -59.5 +53.6 -53.6 +50.9 -50.9 TEMPERED I.G. GLASS UP TO 111" C,I +60.0 -60.0 CAP. BOTH THE DP AND ANCHOR UP TO 111" D,E,F, J,K,L +75.0 -75.0 QUANTITY REMAIN UNCHANGED. XOX (1/3,1/3,113) FLANGE OR INTEGRAL FIN WINDOWS (FLANGED SHOWN. FIN WINDOWS WI SAME DLO ARE 1" TABLE SMALLER) 2. WINDOW GLASS WINDOW HEIGHT WIDTH TYPE ALL HEIGHTS UP TO 63" TO 86 7/18" A,B C, G,H,I +60.0 -60.0 TO 88 7/16" D,E,F, J,K,L +75.0 -75.0 OX AND XO FLANGE OR INTEGRAL FIN TABLE 3. WINDOWS (FLANGED SHOWN. FIN WINDOWS W/ SAME DLO ARE 1" SMALLER) WINDOW GLASS WINDOW HEIGHT WIDTH TYPE 26" 36" 38 3/8" 48" 60 5/8" 54" 60" 63" 60" 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 +75.0 -75.0 +75.0 -75.0 66" 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 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +69.8 -69.6 +65.2 -65.2 74" 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 +68.1 -68.1 +63.8 -63.8 PRODUCT REVISED rmmPiyi"awith thiFbridu UP TO 74" C,D,E,F, I J K L +75.0 -75.0 Building Code ,� D ,. s,ir,.i GLASS TYPES: TEST REPORT F1L-4858 040X), FTL-4859 (OX & XO) AND FTL-5330 Mi A. 5/16" LAMI - (1/8" A, .090,1/8" A) G. 13/16" LAMI IG -1/8" OR 3/16"A (MIN.), 5/16" OR 3/8" AIR SPACE, 5/16" LAMI - (1/8"A, .090,1/8"A) i�" ,,t,,,,,,,,, B. 5/16" LAMI - (1/8" A, .090,1/8" HS) C. 5/16" LAMI - 1/8" HS, .090,1/8" HS)I. D. 7/16" LAMI - (3/16" A, .090, 3/16" A) E. 7/16" LAMI (3/16" A, .090, 3/16" HS) H. 13/16" LAMI IG 8R3/1S 1 6:OFi R 8""AIR AIR SPACE,' 5/16" LAMI - 918"'HS,o090 18"HS) /8"HS 13/16"LAMI 1G-4/8" OR 3/16' MAI.).5/36X) %/( ) J. 13/16" LAMI 10-./ " OR i/16g"A:(Mik).3/16"�RV�" SPACE, 7/16" LAMI - (3/16"A, .090, 3/16"A) K. 13/16" LAMI IG -1/8" OR 3/16"A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16"A, .090, 3/16"HS) �\`� 00 `. •0.,..• 4' .. ` 4's:. vc£Hse •'•.,k _ * : NO. 937°5 . 7///1 " LAMI (3/16' HS, .090, 3/16" HS) L 13/16" LAMI,JG 1/ " OR 3/16'_A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI - (3/16"HS, .090, 3116"HS) �• ` : /�,� YI W f. �F J.J. 10/17H1 E NOCHMlQE7HPJSHEET • • • • • • " O DESIGN PRESSURES ..;.......p !A� EO� SPi.ORAOP••• ••• �� Molar J.R. °"' 612'0/11 """'"r 0 • • ADDED IGCAP TOBETEMPERED 9+SOFTNOTE. • 140 TECiUN Y , iNKOFii9,Fl.74�Ys • • +� - QC'•.. �?` .,� ••...... • y.ss, NMI At Oink 7 ""c" ADDWEGRALF1NOPnoNsuPoaTEABTME13OOO2'D}Ir' • • P.o•BOx'+�a _ ALUM. HORIZONTAL ROLLER WINDOW, IMPACT '.,0•Sf,/ONAL` �� Ow* FIC Mir z' a3 Method lip J.J. O,4" 9/28fi6 NOKOMIS. FL 34274 WA&Baur h•"4H! rw71O 4Frt NISI 8 d 11 •.nw•N. 4127-10 11wt E AL% tigli1E1'l.V.E P.E+155705 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 0 0 • • • 0 0 0 • • ••• • • • • ••• 273/8" • • ••• • • •• •• • • •• •• • • •• •• • •• • • • • •••• •• •• • • • • •• • • • ••• • MAX. DLO —.- VENT 54 5/18" MAX. DLO FIXED --.- ••4 • •• • • • •• • •• • • X • XO IY 4 110" MAX. WIDTH I.F. FRAME F+-111' MAX. WIDTH FLANGE FRAME DL FI L DETAIL B - XOX (1/4-1/2-1/4) •• • • • • • • •• • • • • • • • • • • • • • • 8 • • •• • • • • • ••• • • • • • • • • • • • •• DETAIL A - OX OR XO 3E IE IG. 857118" MAX. WIDTH I.F. FRAME—• -1 7/18" MAX. WIDTH FLANGE FRAME DETAIL C - XOX (1/3-1/3-1/3) NOTE: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET AT HEAD AND SILL I.F. FRAME FLANGE FRAME VIEW D -D (FRAME CORNER CONSTRUCTION) n•.eg7 Due arwa.c .1.1. 10117/11 E NO CHANGE 7T 08 SHEET 0/20/11 414144 41607 Orr 2/10/00 Nniebre 0 tr,1.e: C J.J. NO CHANGE DO8 SHEET eSiMIS VAI °' carr 070 TECHNOLOGY DRIVE NOIKOMIS, FL ams P.O. BOX 1620 NOKOMIS. FL 34274 BGT YfSJbsaws b Better ELEVATIONS 7•e ALUM. HORIZONTAL ROLLER WINDOW, IMPACT N47fo NTS •ere •weo. NTS 4 r 11 4127-10 PRODUCTRIIVISI3D m complying with the Aloud• Iiufdtng Code Acceptance No � .r 4. 4. �nuu177 ‘�oN` l LYNN M4./�,. is • No.58705 P.E.•50706 r_....., IN 11.0 FIRM. ___..4 DLO FIXED r JJ DI IV IVEIN. 1 DLO VENT IPA .'" Ft A IAX. A. ) ALL )(ED/ TES / O 1/ 1 1 / / A MAX DLO VENTS 1 ALL 82" I.F. FRAME ALL CONFIG. FLAN FRIM ALI CONF MAX. LC 73" MAX. WIDTH I.F. FRAME ----1 14" MAX. WIDTH FLANGE FRAME DETAIL A - OX OR XO 3E IE IG. 857118" MAX. WIDTH I.F. FRAME—• -1 7/18" MAX. WIDTH FLANGE FRAME DETAIL C - XOX (1/3-1/3-1/3) NOTE: 1. SEE SHEET 5 FOR VERTICAL AND HORIZONTAL SECTION DETAILS. SEALANT OR GASKET AT HEAD AND SILL I.F. FRAME FLANGE FRAME VIEW D -D (FRAME CORNER CONSTRUCTION) n•.eg7 Due arwa.c .1.1. 10117/11 E NO CHANGE 7T 08 SHEET 0/20/11 414144 41607 Orr 2/10/00 Nniebre 0 tr,1.e: C J.J. NO CHANGE DO8 SHEET eSiMIS VAI °' carr 070 TECHNOLOGY DRIVE NOIKOMIS, FL ams P.O. BOX 1620 NOKOMIS. FL 34274 BGT YfSJbsaws b Better ELEVATIONS 7•e ALUM. HORIZONTAL ROLLER WINDOW, IMPACT N47fo NTS •ere •weo. NTS 4 r 11 4127-10 PRODUCTRIIVISI3D m complying with the Aloud• Iiufdtng Code Acceptance No � .r 4. 4. �nuu177 ‘�oN` l LYNN M4./�,. is • No.58705 P.E.•50706 O EXTERIOR MAX. HEIGHT FLANGE FRAME mover J.J. men J.R F.K. F.K INTERIOR MAX. VENT DLO EXTERIOR INTERIOR MAX. FIXED DLO —� MAX. WIDTH (FLANGE FRAME) SECTION B -B (HORIZONTAL SECTION - XOX SHOWN WITH FLANGE FRAME) k- MAX. FIXED DLO MAX. VENT DLO MAX. WIDTH (I.F. FRAME) EXTERIOR SECTION A -A (HORIZONTAL SECTION - OX SHOWN WITH INTEGRAL FIN FRAME) EXTERIOR (VERTICAL SECTION, FLANGE FRAME) Doke 10/17/11 aft 820H1 arr 4/16tl7 Osfe2128/08 NO CHANGE THIS SHEET NO CHANGE THIS SHEET •• INTERIOR • • • • •• • • • ••• • • I ••• •• SILL (VERTICAL SECTION, I.F. FRAME) • • • • •• • -- • • • • • 101ID TECHNOL•OY•RNE •NOCO11118, FL PI 5 • •. • • P.O. BOYd4119 • NOKOIIS. FL 34274 • • •• •-- ADD INTEGRAL FIN FRAME, ITEMS 41.42AND 49 AND Vli!YO ! 772. •• • • ta1M� • r • HEAD (VERTICAL SECTION, I.F. FRAME) SECTIONS 1 ALUM. HORIZONTAL ROLLER WINDOW, IMPACT Vrabb Dater H 710 Half r8 d 11 0/61110 Ma PRODUCT REVISED as complying with the Plotld9 13uidingcode Acceptance No Miami Dade Product Control 0‘,0111Itl,� ``N.04 LYNN 41/4/1///, ,.•'�CENSE•'•.;c No. 58705 Q sI1�. Z. �; STA E OF : • �(/ ''7;,/O/N, A'' � N ON 11.41 MLLER, P.E. P.EJ 68705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • •••• • • ••• • • • •• •• •• • • •• .• • •• • . • •. • •• •• • • • •• • •.• •• •• : • •• •• •• • •• • • • • • . . ••• . • •• • ITEM DWG/ REV DESCRIPTION MAT'L PGT# 1 4102 A FLANGE FRAME HEAD 6063-T6 AL 612237' 2 4025 SASH STOP (STD.) (ANTI UFT CUP) 61684.5 AL 3 #8X3/4 PH. PAN HEAD -• •: • 1512;44. . • 7884Mf'P 4 4053 SASH STOP COVER (SASH STOP) 6163-X5 AC • • - • 6 4136 FLANGE FRAME SBL 6069•T6 AL • 6136••• 7 4137 SILL ADAPTOR 6063-T6 AL 64137 8 4131 ROLLER TRACK 6063-T6 AL 64131 10 71298 WEEP HOLE COVER POLYPitcr. • • QT7b8. • 12 1626 ADHESIVE OPEN CELL FOAM PAD 13 4002 A FLANGE FRAME JAMB • • 6063-16 AL 14 4134 GASKET FOR MAIN FRAME SILL JOINT cow • _• 21225••• 74134W/K 15 1155 #8 X 1.000 QUAD PN. SMS 78IPQA 16 4110 G SCREEN ADAPTOR 6063-T5 AL 641106 17 4054 B FIXED MEETING RAIL 6063HD—T6 AL 64054A 19 4066 WSTP.,.187 X.230, FIN SEAL 64066G 21 4105 SASH TOP & BOTTOM RAIL 6063-T5 AL 612240 22 1683 WSTP.,.250 X 270 BACK, F1N SEAL 616830 23 225-1 ROLLER HOUSING & GUIDE 42112HD 24 226 29 32 33 35 36 37 38 39 4128 4006 1235 1096 1016 4126 1683 7070 BRASS ROLLER WHEELS HORIZONTAL RORLRR SASH TOP GUIDE BRASS POLYPROP. 7BRWHL2 44128N D SASH MEETING RAIL 6063}IS-T6 AL 64006 WSTP.,.170 X .270 BACK, F1N SEAL 67S16G SWEEP LATCH DIB -CAST 71096 #8 X .625 PH. FL SMS 7858 SASH SIDE RAIL 6063-T5 AL 64126 WSTP.,.250 X.270 BACK, FIN SEAL 61683G BULB WEATHERSTRIP .187 X .275 67070K 40 LIFT RAIL COVER CAP 74078"C" L OR R 41 42 43 4139 4140 4141 LF. FRAME HEAD 6063-T6 AL 64139 LF. FRAME SILL 6063-T6 AL 64140 I.F. FRAME JAMB 6063-T6 AL 64141 50 GLAZING SILICONE, DOW 899, 995 OR EQUIVALENT 51 52 53 1224 1225 4039 B VINYL GLAZING BEAD BULB (THICK) 6TP247W,K VINYLGLAZINGBEAD BULB (THIN) 6TP248K GLAZING BEAD - 5/16" 54 4044 B GLAZING BEAD- 5/16" W/GRILL KIT 6063-T5 AL 6063-T5 AL 64039B 644703 55 4222 A GRAZING BEAD - 7/16" 6063-T5 AL 64222 56 985 C GLAZING BEAD - 7/16" W/GRILL KIT 6063-T5 AL 6985 59 4067 GLAZING BEAD - 13/16" 6063-T5 AL 64067 60 GLA 88, 5/16 LAMI (1/8" A, .090 PVB, 1/8" A) 61 5/16 LAMI (1/8" A, .090 PVB, 1/8" HS) 62 • 5116' LAMI (1/8" HS, .090 PVB, 1/8" HS) 63 • 7/16' !AMI (3/16" A, .090 PVB, 3/16" A) 64 7/16' LAMI(3/16" A,.090PVB, 3/16" HS) 65 7/16' LAMI (3/16" HS, .090 PVB, 3/16" HS) 1TN41 DWG/4 RENI DESCRIPTION 1 MAIL 1 PG111 66 GLASS 13/16" IAMI ICI/8"A (MIN.), 3/8" AIR SPACE, 5/16" LAMI (1/8"A, .090 PVB, 1/8"A) 61 e • "• • 43/16" LAMI 10-1/8"A (MIN.), 3/8" AIR SPACE, 5/16" LAMI (1/8"A, .090 PVB, virus) • 68 • • "1 f3/l6" LAMI 10-1/8"A (MIN.), 3/8" AIRSPACE, 5/16" LAMI (1/8"HS, .090 PVB, 1/8"HS) 4 : ": Z3/16" LAMI 10-3/16"A (MIN.), 5/16' AIR SPACE, 5/16" LAMI (1/8"A, .090 PVB, 1/8"A) 70 • " • 13/16" LAMIIG3/16"A (MIN.), 5/16" AIRSPACE, 5/16" LAMI(1/8"A,.090PVB, 1/8"HS) 71 " 13/16" RAMI IG -3/16"A (MIN.), 5/16" AIR SPACE, 5/16" LAMI (1/8"HS, .090 PVB,1/8"HS) 72 " 13/16' LAMI 10.1/8"A (MIN.), 1/4" AIR SPACE, 7/16" LAM (3/16"A, .090 PVB, 3/16'A) : 73: • • • 13/16" LAM11G1/8"A (MIN.), 1/4" AIR SPACE, 7/16" LAMI (3/16"A, .090 PVB, 3/16"HS) • 14• Y 13/16" LAMI IGI/8"A (MIN.), 1/4" AIR SPACE, 7/16" LAMI (3/16"HS, .090 PVB, 3/16"HS) 7g :" 13/16"LAMI IG3/16"A(MIN.),3/16" AIR SPACE, 7/16"LAMI (3/16'A,.090PVB, 3/16"A) • 76• • • 13/16" LAMI I0 -3/16"A (MIN.), 3/16" AIRSPACE, 7/16" LAMI(3/16"A, .090PV13, 3/16"HS) 77 " 13/16' LAM IG3/16"A (MIN),3/16" AIRSPACE,7/16" LAMI (3/16"HS,.090PVB, 3/16'HS) 90 1014 SCREEN FRAME (HOR & VER.) 3105-H14AL 91 1630 SCREEN CORNER KEY W/RIN(N POLYPROP. 92 1631 SCREEN CORNER KEY W/OUT RINGS POLYPROP. 93 1073 SCREEN SPRING ST.ST. 94 1624 SCREEN SPLINE - .135 DIA. FOAM EM PVC 95 1635 SCREEN SPLINE- .135 DIA. HARD EM PVC 96 SCREEN (LOTH 2.784 .062 1 .988 43 I.F. FRAME JAMB #4141,6083-T6 41 I.F. FRAME HEAD #4139, 6063-T6 42 .062 3.152 r-2710 .F. FRAME SILL #4140,6063-T6 PRODUCT REVISED as complying with Ib, Floddu Building Code taw No D •.. /4f-1 Miami 144 04 " RomI OMs IU,ilni J.J. ttWT/11 E NO CHANGE 77-11S SHEET woofer J.R. BMW Ribs ADDED TAM, TDGLASS TYPES Rwte$,r 9 : Rwil w FA 4/15477 0 ADD ITEMS 41, 42 5 43 •+ex Ser 6tdMER OMs F.K. 2/2826 JJ. 3,913976 1070 TECHNOLOGY DRIVE NOKOMIS, FL 34276 P.O.895 1629 NOKOMIS, FL 34274 1'rlbly Better PARTS UST 7 - ALUM. HORIZONTAL ROLLER WINDOW, IMPACT rtrwt HR71S Moir NTS 8 • 11 4127--10 E \\le( LYNN 449//// `,CENSE '•.� * No.58705 a • -;;;;730%.. -W; 0 STAT OF '"ss//ONAL `‘ A. LYN'('P.E P.EJ 66706 1.: 3 .062 IJ ° O FLANGE FRAME HEAD #4102A, 606346 1.73 I-II—.062 490 II 11 O T- 2 SASH STOP #4025. 6063-T5 .082 It ] I' 1.349 0 SASH TOP & BOTTOM RAIL #4133, 6083-T5 1.1183 .050 .678 1.0964.--1 7 O GLAZING BEAD, 5/16" #4044B,6063 -T5 (USED W/ GRILL KIT) O FLANGE FRAME SILL #4136, 6063-T6 .437 jj 7 1+-1.46 O HORIZ. ROLLER TRACK #4131, 6063-T6 .061 2/9 .0 �-1 1.081 I�- 32 SASH MTG. RAIL #4006D, 6083HS-T6 87 ,—.050 [1:6T78 1.096+-1-1 • • • O55GLAZING BEAD 7/4 #4222A, 6T5 • i R,.een J.J. moue J.R. 1017/11 82011 E Rafter NO CHANGE 768SHEET NO CHANGE THIS SHEET • • • • • 410 • • • • •• ••• •• • • 1.513{ I I040 II .7138 .443- O SASH STOP COVER 3. 90 4 #4053, 6063-T5 7 FRAME SILL ADAPTER #4137,6063-T6 �•40 17 FIXED MEETING RAIL #4054B,8063HD-T6 I� t29ry SASH SIDE RAIL #4126,8063-T5 1. .050 9 •1.145 -1 CLUING BEAD, 7/16" • • • #986C, 8063-T5 (OSEAy// GRILL KIT) �F.-2.764-1 1.383 4 If 082 13 FLANGE FRAME JAMB #4002A.6063 -T6 .878 1.098+--i 53 GLAZING BEAD, 5/16" #4039B, 6063-T6 .663Iry n �rnI-----a ,.097 59 }I GLAZING BEAD, 13/16" #4067,6063-75 PRODUCT REVISED ro complying with the Florida Building Code No Date 4,04 eg set Centro • • • R.,.tb: FIG Owe 4/1607 NO CHANGE THIS SHEET •• 41--- ••• ••• . • • • • 10t TECHNOLOGY SRNE • t OOIS. FLOORS • • • • P.O. KOONS NOKOMIS, FL34274 oeeeep F.IG 7/1606 GWap 1J. Dew &9906 '• • • • • • 1 1 *y Batter EXTRUSIONS >w� ALUM. HORIZONTAL ROLLER WINDOW, IMPACT serwett HRTIO Hall 7 a 11 4127-10 E \�•,Q�,v LYNN 11/� f//,�� '� •''GENSF''•:�'p �� * No. 58705 STA O % !�NAL rc�‘• A. LYNN M�tER P£ P.E./x8705 000 • • • • 000 • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • ••• • • • ••• • • ••• • • • ••• • • • •• •• • • • •• •• • •• • • • •• • •• •• • • • •• • •••• • • • • • •• •• •• • •• •• •• --- - - ••• • • • ANCHOR QUANTITIES, XOX 1/4-112-114) WINDOWS TABLE 4 NOTES: GLASS 1YPES A,B,C,G,H,I GLASS 1YPES D,E,F,J,K,L 1. ANCHOR TYPE 2,3, WOOD 2, CONC 1, CONC 2,3•Vf1QOD 4 2, CONC. • • -1 CONL• • 1NCHOR TYPES: • 1 .1/4" ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE -FLEX 3 - #12 STEEL SCREWS (G5) & SUBSTRATE ZONES ZONES ZONES ZONIZ • ;06 • • ZC*ES • • • • WINDOW SIZE v H FEAD & SILL w 00 HEAD & SILL rn CO HEAD & SILL rn • m HEA04S S!L • v» • •y eD• l4EAD & $161.6 • • OD D & SILZ 7•GLiSS TYPES: • 4.5/18" LAMI - (1/8" A,.090,1/8" A) B. 5/16" LAMI - (1/8" 0,1/8" HS) FOR INSTALLATION IN THE HVHZ ABOVE 30 FT, GLASS TYPES G - L SHALL HAVE A TEMPERED I.G. GLASS CAP. BOTH THE DP AND 53.125x 38.375 1+02+1+02+1 2 1+C2+1+02+1 2 1402+1+02+1 2 1+02+1+C2+1 2 1+02+1+02+1 2 1+02+1+02+1 IiS,. 2 0.6/18" LAMI-(118" HS,.090,1/8' HS) D. 7/18" LAMI - (3/18" A,.090, 3116' A) ANCHOR QUANTITY REMAIN UNCHANGED. 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2}+1 3 1at1+C2t1 3 112+1110g 34 • E.7/16" LAMI-(3/18'A,.090,3/18" HS) 50.625 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 • % 1+C t 2+1 • 3 1+C +1 " +3 3 • • F. 713/1 LAMI -1(13/071 H8" OR 33/18" HS) G. 13/18' LAM/8" OR 3/18" A (MIN.). 5/16" OR 3/8" SPACE, 5/18' LAMI - (1/8' A,.090, 1/8"A) 54.000 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+C2+1+C2.1 •• 3 1+C2+(213 t+c +1+�2+3 3: H. 13/18" LAMI IG - 1/8" OR 3/18" A (MIN.), 5/18" OR 3/8" SPACE, 5/16" LAMI - (1/8" A..090,1/8" HS) 80.000 1+C2+1+C2+1 3 1+02+1++1 02 3 1+C2+1+0+1 3 1+C2+1+C2+11 2 1.12MI+OR+1.3 1+1r2+14t2+1 • I. 13/16" LAMI 10 -1/8" OR 3/16" A (MIN.), 5/18" OR 3/8" SPACE, 5/18" LAMI - (1/8" HS,.090, 1/8" HS) 3 J. 13/18" LAMI IG - 1/8' OR 3/16" A (MIN.), 3/16' OR 1/4" SPACE, 7/18" LAMI - (3/18" A,.090, 3/18" A) 83.000 1+C2+1+C2+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+0+1+02+1 3 1+C3+1+C3+1 3 K. 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" HS) 60.000x 38.375 1+02+1+02+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C;2+1 2 1+C2+1+C2+1 2 1+02+2+02+1 2 L. 13/18' LAMI IG -118' OR 3/18" A (MIN.),3/18" OR 1/4" SPACE, 7/18" LAMI - (3/18" H3,.090, 3/16" HS) 48.000 1+C2+1+02+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 3. WINDOW ANCHOR QUANTITIES ARE PER ADJACENT TABLE AND BASED ON THE FOLLOWING 50.825 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C2+2+0.+1 3 DIMENSIONS. FOR WINDOW SLZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 54.000 1+02+1+0+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+02+1+0+1 3 1+02+1+02+1 3 1+C2+2+C2+1 3 HEAD & 3111: 101/2' MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE. 80.000 1+02+1+02+1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+C2+1+02+1 3 1+02+1+C2+1 3 1+C3+2+03+1 3 263!4" MAX. FROM CORNERS. JAMBS: 9" MAX. FROM CORNERS AND 221/2" MAX. O.C. 83.003 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+03+2+03+1 3 TABLE KEY: 74.000x 38.375 1+C2+2+02+1 2 1+02+1+02+1 2 1+02+2+02+1 2 1+C2+2+02+1 2 1+02+2+02+1 2 14C2+2+0+1 2 X O X 48.000 1+02+2+02+1 3 1+C2+1+C2+1 3 1+C2+2+C2+1 3 1+02+2+02+1 3 1+C2+2+C2+1 3 1+02+2+0+1 3 11+03+4+C3+11 3 1 -..,-ANCHOR QUANTITY PER JAMB 50.825 1+C2+2+C2+1 3 1+C2+1+02+1 3 1+C2+2+C2+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+0+2+02+1 3 HEAD AND SILL ANCHOR QUANTITY. 54.000 1+02+2+02+1 3 1+02+1+02+1 3 1+C2+2+C2+1 3 1+02+2+C2+1 3 1+C2+2+02+1 3 1+03+2+03+1 3 A CLUSTER OF (3) ANCHORS CENTERED RAIL 80.000 1+C2+2+C2+1 3 1+02+1+02+1 3 1+02+2+02+1 3 1+C2+2+02+1 3 1+02+2+02+1 3 1+03+2+03+1 AT EACH MEETING PLUS (1) 3 ANCHOR AT EACH OPERABLE VENT 83.000 1+C2+2+C2+1 3 1+02+1+02+1 3 1+03+2+03+1 3 1+03+2+03+1 3 1+C2+2+C2+1 3 1+C3+2+C341 3 PLUS (4) ANCHORS AT FIXED SECTION. 84.000x 38.375 1+02+2+02+1 2 1+C2+2+C2+1 2 1+C2+2+C2+1 2 1+C2+2+02+1 2 1+02+2+02+1 2 1+C2+3+C2+1 2 (12) ANCHORS TOTAL AT HEAD AND SILL. 48.000 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+0+1 3 1+0+2+02+1 3 1+C3+3+C3+1 3 (3" MIN. O.C. ANCHOR SPACING) 50.825 1+C2+2+C2+1 3 1+C2+2+C2+1 3 1+02+2+02+1 3 1+02+2+0+1 3 1+02+2+02+1 3 1+03+3+03+1 3 54.000 1+02+2+02+1 3 1+C2+2+C2+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+02+2+02+1 3 1+C4+3+C4+1 3 253/4"max 80.000 1+02+2+02+1 8 1+02+2+02+1 3 1+03+2+03+1 3 1+03+2+03+1 3 1+C2+2+C2+1 3 1+04+3+04+1 3 I I--3" MIN. 1 1 1 1 1 1 1 1 1 1 83.000 1+C2+2+02+1 3 1+C2+2+C2+1 3 1+C3+2+C3+1 3 1+03+2+C3+1 3 1+02+2+02+1 3 1+04+3+04+1 3 9" REF. X O X - 108.375 x 38.375 1+C2+2+02+1 2 1+C2+2+C2+1 2 1+C2+3+C2+1 2 1+C2+3+C2+1 2 1+C2+3+02+1 2 1+02+4+02+1 2 7+ -' PRODUCT REVISED 48.000 1+C2+3+C2+1 3 1+02+2+02+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+C2+3+C2+1 3 1403+4+03+1 3 MTG. RAIL, TYP.- ex complying with the Florida Building Colo 50.825 1+C2+3+0+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 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS AccomanmNo�� 54.000 1+03+3+03+1 3 1+C2+2+02+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+C4+4+04+1 3 (SHOWN IN TABLE KEY ABOVE) D• 6 80.000 1+C3+3+C3+1 3 1+02+2+02+1 3 1+C4+3+04+1 3 1+04+3+04+1 4 1+03+3+03+1 3 1+C4+4+C4+1 3 MiemlDodo Oamtol\ 83.000 1+03+3+03+1 3 1+C2+2+C2+1 3 1+0443+04+1 3 1+C4+3+C4+1 4 1+C4+3+04+1 3 1+06+4+05+1 3 25 3/4' MAX 111.000x 38.375 1+02+3+02+1 2 1+02+2+02+1 2 1+02+3+02+1 2 1+C2+3+C2+1 3 1+02+3+02+1 2 1+02+4+02+1 2 '-1 1/2'TYP. MIN. ILYNN f f,'///, 48.000 1+C2+3+02+1 3 1+C2+2+C2+1 3 1+03+3+03+1 3 1+03+3+03+1 3 1+C2+3+C2+1 3 1+03+4+03+1 3 1 111 1 1 1 1111 9"REF. 1 ,\`‘,N"( •\C�'0•••....,,M/�e / 50.825 1+C2+3+0241 3 1+C2+2+C2+1 3 1+03+3+03+1 3 1+C3+3+C3+1 3 1+03+3+03+1 3 1+C3+4+C3+1 X 0 3 �� X ......,‘`0...' 1,\CENSF • •.,lc,D �� 54.000 1+C3+3+03+1 3 1+02+2+02+1 3 1+03+3+03+1 3 1+C3+3+C3+1 3 1+03+3+03+1 3 1+04+4+04+1 3 -��'` �� = * :• No. 50705 '. * ' 80.000 1+C3+3+C3+1 3 1+02+2+02+1 3 1+C4+3+04+1 3 1+04+3+04+1 4 1+C3+3+C3+1 3 1+C4+4+C4+1 3 MTG. RAIL, TYP.- = = 83.000 1+03+3+03+1 3 1+02+2+02+1 3 1+C4+3+C4+1 3 1404+3+C4+1 4 1+04+3+0441 3 1+C5+4+C5+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS =v , % .' �` fi .•IA J. IA 9.r 10J17/11 A.ww•m E IVOCf1ANCiE7Hf8SHEET f)rr••e X13 .a 21ON �0�•.• STA E F R or R -E 107oTECHNOLOGY ORNE ANCHORAGESPAC/NG,XOX(1/41/2-1/4) :F3,S.FtoRIOP..�G`�` J.R. H2(Y11 0 ADDED 10 CAP TO BE TEMPERED d3+90FTA�1E NOKOMIS. FI. 34275 *r' //�/ ONA1 R.�.F FJ( 4116/07 fi+Nkc C UPDATE TABLE4, SELECT VALUES DUE TO ANCHOR CAP. AOd. P.O. BQX 1629 ALUM. HORIZONTAL ROLLER WINDOW, IMPACT \ ' firers* FJD ma. 2'2&06 C�seklar J.J. eqr 3/2366 NOKOMIS. FL 34274 14J / &ttiv !•4710 NTS 8 - 11 I 4127-10 E 11 1I 1111 A. 1.411 RLQ ESR, PE, ANCHOR QUANTITIES, XOX (113-113-113) WINDOWS TABLE 6 NOTES: GLASS TYPES A,B,G,H GLASS TYPES C,D,E,F,I,J,K, L ANCHOR TYPEJ 2,3, WOOD 2, CONC 1, CONC 2,3, WOOD 2, CONC 1, CONC 1. ANCHOR TYPES: & SUBSTRATE ZONES ZONES ZONES ZONES ZONES ZONES 1 • 1/4" ELCO TAPCONS 2 - 1/4" ELCO SS4 CRETE-FLEX 3 - #12 STEEL SCREWS (G5) m m m m m 2. GLASS TYPES: D WINDOW SIZE W Y f! .46.000x HEAD 8 SLL . HEAD'8 SILL . HEAD 8 SILL BEAD 8 SILL ' I HEAD 8 SILL HEAD 8 SILL '+ B. 5/16" LAMI - (1/8" A 1 r HS)FORA) ( A,.090, E HVHZ ABOVE 30 FT, GLASS TYPES GNSTALLATION IN , L SHALL HAVE A 38.375 1+C2+1+C2+I 2 1+C2+1+C2+1 2 1+C2+1+(`,2+1 2 1+C2+1+C2+1 2 I+C2+1+C2+1 2 1+C2+1+C2+1 2 C. 5/18" LAMI - (1/8" HS,.090, 1/8" HS) TEMPERED I.G. GLASS CAP. BOTH THE DP AND 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 D. 7/16" LAMI - (3118" A,.090, 3/16" A) ANCHOR QUANTITY REMAIN UNCHANGED. 50.025 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+I 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 F.7/16"LAMI-(3/16"11„,.090,3 16"H) F. 7/18" LAMI - (3/18' HS,.090, 3/18" 113) 54.000 1+C2+1+C2+1 3 I+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 G. 13/18" LAMI 10 -1/8" OR 3/16" A (MIN.), 5/16" OR 3/8" SPACE, 5/16" LAMI - (118" A..090, 1/8" A) 60.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+I 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 H. 13/16" LAMI IG - 1/8" OR 3/18" A (MIN.), 5/16" OR 3/8" SPACE, 5/18" MI - (1/8" A,.090, 1/8" HS) 63.000 1+C2+1+6211 3 1+C2+1+C2+1 3 1162+1162+1 3 1+CZ*1rC2+i 3 1+C2+i+C2+1 3 i+C3+1+C3+i 3 I. 13/16" LAMI IG - 1/8" OR 3/18" A (MIN.), 5/16" OR 3/8" SPACE, 5/16" LAMI -(1/8" HS,.090,1/8" HS) J.13/16" LAMI IG -1/8" OR 3/16" A (MIN.), 3/18" OR 1/4" SPACE, 7/16" MI -(3/16" A,.090, 3/16" A) 63.125 x 38.375 1+C2+1+C2r1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 I+C2+1+C2+1 2 1+C2+1+C2+1 2 K. 13/16" LAMI IG - 1/8" OR 3/18" A (MIN.), 3/18" OR 1/4" SPACE, 7/16" LAMI - (3/16" A,.090, 3/16" HS) 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 L. 13/18" LAMI ID • 1/8" OR 3/16" A (MIN.), 3/16" OR 1/4" SPACE, 7/16" LAMI • (3/18" H8,.090, 3/18" HS) 60.825 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1162+1 3 1+C2+1+02+1 3 3. WINDOW ANCHOR QUANTITIES PER 64.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 ARE ADJACENT TABLE AND BASED ON THE FOLLOWING 3 DIMENSIONS. FOR WINDOW SIZES NOT SHOWN, GO TO NEXT LARGER WINDOW IN TABLE. 80.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 63.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+6311+03+1 3 HEAD 8 SILL: 101/2" MAX. ON EACH SIDE OF MEETING RAIL CENTERLINE 60.000x 38.375 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+02+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 253/4" MAX.ROM CORNERS JAMBS: 9" MAX. FRR. FROM CORNERS AND 22 1/2" MAX. O.C. 48.000 1162+1+02+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+02+1+62+1 3 1+62+1+02+1 3 1+C2+1+62+1 3 TABLE KEY: 50.825 1+C2+1+C2+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2r1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 X 0 X 54.000 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+02+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+C3+1+C3+1 3 11+C3+1+C3+1 1 3 --ANCHOR QUANTITY PER JAMB 60.000 1+02+1+C2r1 3 1+C2+1+C2+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+63+1+63+1 3 63.000 1+C2+1+C2+1 3 1+C2+1+6211 3 1+02+1+02+1 3 1+C3+1+C3+1 3 1+C2+1+C2+1 3 1+03+1+03+1 3 HEAD AND SILL ANCHOR QUANTITIES 66.000x 38.375 1+02+1+02+1 2 1+C2+1+62+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+02+1+62+1 2 OC EACH MEETINGR (3)ANCHORSRAILALU CENTERED ON EACH PLUS (1) 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+02+1 3 1+C2+1+62+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 ANCHOR AT EACH OPERABLE VENT 50.625 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+0211+62+1 3 1+C2+1+C2+1 3 1+C241+02+1 3 1+C3+1+63+1 3 PLUS(1)ANCHORS AT FIXED SECTION. 64.000 1+02+1+02+1 3 1+02+1+02+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+62+1+C2+1 3 1+C3+1+C3+1 3 (9) ANCHORS TOTAL AT HEAD AND SILL. 80.000 1+C2+1+C2r1 3 1162+1+C2+1 3 1+02+1+C2+1 3 1+C3+1+63+1 3 1+62+1+C2+1 3 1+C3+1 +C3+1 3 (3" MIN. O.C. ANCHOR SPACING) 83.000 1+02+1+02x1 3 1+02+1162+1 3 1+03+1+63+1 3 1+63+1+63+1 3 1+62+1+62+1 3 1+C3+1+C3+1 3 74.000x 38.375 1+C2+1+C2+1 2 1+02+1+02+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+62+1+62+1 2 1+C2+1+C2+1 2253/4" MAX. 48.000 1+02+1+C2+1 3 1+C2+1+C2+1 3 1462+1+C2+1 3 1+62+1+62+1 3 1+C2+1+C2+1 3 1+63+1+p+1 3 j --.-i F-3" MIN 50.825 1+C2+t+C2+1 3 1+C2+1+C2+1 3 I+C2+1+C2+1 3 1+62+1+62+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 J. 3 - 1 141 i HI 1 54.000 1+C2+t+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+02+1+62+1 3 1+02+1+C2+1 3 1+C3+1+C3+1 3 REF' X o X 60.000 1+62+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+03+1+0311 3 1+02+1+62+1 3 1+03+1+03+1 3 I -� 63.000 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+C3+1 3 1+02+1+02+1 3 1+C3r1+C3+1 3 PRODUCT Oscomplying with um Florida I oa p 84.000x 38.376 1+02+1+02+1 2 1+C2+1+C2+1 2 1+C2+1+C2+1 2 1+C2+1+62+1 3 1+C2+1+C2+1 2 1+C2+1+02+1 MTG. RAIL, TYP.- 2 BendiIgCo& '' 48.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1162+1+62+1 3 1+C2+1+C2+1 3 EXAMPLE CLUSTER W/ QTY. OF (3) ANCHORS AwepinnceNo 50.625 1+02+1+02+1 3 1+0241+62+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+C2+1+C2+1 1+C3+1+63+1 3 1+C3+1+C3+1 3 3 (SHOWN IN TABLE KEY ABOVE) . I""7/:r 'r ' - ' 54.000 1+62+1+62+1 3 1+C2+1+C2+1 3 1+C3+1+C3+1 3 1+C3+1+63+1 3 1+62+1+C2+1 3 1+C3+1+C3+1 3 ' r' 80.000 1+C2+1+C2+1 3 1+02+1+02+1 3 1+C3+1+03+1 3 1+63+1+63+1 4 1+C3+1+C3+1 3 1+03+1+03+1 3 253/4" MAX. 63.000 1+03+1+63+1 3 1+C2+1+C2+1 3 1+03+1+03+1 3 1+63+1+63+1 �� + +1rC3+1 � 3 1+64+1+64+1 4 I 12"TYP. 3"MIN 86.437x38.975 1162+1+62+1 2 1+02+1+02+1 2 1+02+1+02+1 2 1+C2+t+Cz+i 3 • 1+C2+1aC2a1 • 14411+4+4+1:2 •• 1 I 1 `��.1uI LYNN 48.000 1+02+1+02+1 3 1+02+1+02+1 3 1+C2+1+C2+1 3 1+C2+1+C2+Ia 1+C2•j1ZC2t1•tt I� 3r�.1. • i •• 9"REF. X H I 1. 1►+1 0 X ♦♦♦�`ON( NI. y/',i,� . ..•''`.CENSE . ,� 50.625 1+62+1+C2+1 3 1+C2+1+C2+I 3 1+02+1+C2+1 3 1+C2+1+C2+14 •I+C2+ :62.1 1 1+63141+01+113 • * 54.000 1+02+1+02+1 3 1+C2+1+C2+1 3 1+63+1+63+1 3 1+03+1+03+1 3 1+C2+1+C2+1 3 1+CC+1+CC+113 •• No. 58705 60.000 1+C2+1+C2+1 3 1+C2+1+C2+1 3 1+63+1+03+1 3 1+C3+1+C3+1 4 1+C3+1+C3+1 3 1+C4+1+04+1 4 MTG.RAIL,TYP.- _ C ' 633.000 1+03+1+63+1 3 1+02+1+02+1 3 1+C3+1+03+1 3 1+C3+1+C1+1 4 1+63+1+C3+1 3 I+C4+1+04+1 4 EXAMPLE CLUSTER W/ QTY. OF (4) ANCHORS =-o J.J.n..6 J. 10/17/11 w E NO CHANGE THIS SHEET • • • , • •••i••i�� • • 4• • ow.e '" ANCHORAGE SPACING,(1/3-1/3-1/3)4Z 2 "� •' `�, .0�� STA F ` •e J.R. OM 6HWf1 Resilawe D ADDED lOGP7DHETEMPER®�+9pFTNOTE � O TECy�+OL Y KOi M.F •% • 1, i S ''�� FX. af507 11 nC wa47ETABLE & SELECTVAt O4.E TONCHORC J' • � BQ *o • ALUM. HORIZONTAL ROLLER W/NDOW, IMPACT �ONA1�1,�♦` Ono, bs F.K. Oft ?/21406 OMdd+e J.J. oar 311„08 1 •o• NONOMIB. FL 34711 j/1j//�j $aq� •1°� NR710 •i4' NTS •"'�' 9 • 11 •'"4M1• 4127-10 •'"' E A. LYNN Mk .ER P.E. P.E.668704 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • MIN. 3.4 KSI CONCRETE Ix WOOD BUCK, NOTE 3 1 3/4" MIN. E.D. TYP. CONCRETE ANCHOR, NOTE 1 DETAIL A NOTE 1 1/T1 MAX. J SHIM 2x WOOD BUCK, NOTE 3 WOOD ANCHOR, NOTE 2 DETAIL B TYPICAL FLANGE FRAME HEAD SECTIONS 1 /4" MAX. —+- SHIM _ WOOD ANCHOR, NOTE 2 13/8" MIN. 2x WOOD BUCK, NOTE 3 -- CONCRETE ANCHOR, NOTE I. 1/4"MAX. SHIM --I h -I- CONCRETE ANCHOR NOTE 1 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" SS4 CRETE -FLEX EMBEDED 1 3/4" MIN.. MINIMUM DISTANCE FROM ANCHOR TO CONCRETE EDGE IS 1 3/4". FLATHEAD ANCHORS MUST BE #12 TRIMFIT HEAD. 2. FOR WOOD APPLICATIONS IN MIAMI-DADE COUNTY, USE #12 STEEL SCREWS (05) OR 1/4" SS4 CRETE -FLEX WITH #12 TRIMFIT HEAD. 3. WOOD BUCKS DEPICTED IN THE SECTIONS ON THIS PAGE AS 1x ARE BUCKS WHOSE TOTAL THICKNESS IS LESS THAN 1 1/2". 1x WOOD BUCKS ARE OPTIONAL IF UNIT CAN BE INSTALLED DIRECTLY TO SOLID CONCRETE. 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. 5. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMENTS OF FLORIDA BUILDING CODE. 1 1/4" MIN. (1.5 KSI CMU) • OR PER NOTE 1 ▪ (3.4 KSI CONCRETE) J 13/4' t "MIN. E.D 1x WOOD BUCK, NOTE 3 DETAIL Ey{ DETAIL F TYPICAL FLANGE FRAME JAMB SECTIONS Aff EXTERIOR INTERIOR (HE:3& SILL DETAILS A, B, C, D, 8 H) INTERIOR (JAMB DETAILS E, F 81) EXTERIOR WOOD ANCHOR, NOTE 2 1/4" MAX. SHIM 3/8" MIN. 13/4" MIN. ,- MIN. 3.4 KSI E.D. TYP. CONCRETE Iwo* J.J. J.R FJc F.K. awc 10/17/11 nay 6/20/11 OAK _4'1&07 2/2&05 2x WOOD - DETAIL C. BUCK. NOTE 3 TYPICAL FLANGE FRAME SILL SECTIONS DETAILD ••• ••• •• • • • DETAIL H (HEAD) NAILING .131 DIA. MIN. x 2 1/2" NAIL AT CORNERS AND 5" O.C. TYPICAL DETAILS 0, H 81. ?Widow w E a,taF 0 Roes c NO CHANGE THIS SHEET —IL • 4►• • • •• NO CHANGE 11115 SHEET REVISE NOTES152REGAROWCL EMB ADO AF. FRAME CFG NOTE 5 TO DIT�I�I dap .LJ. 9/13/0# • • • • • IE#OTecF�NOLLOYERrve • KO4IIS, FLZQ/5 • • • • • P.O. B9)M!a NOKOMIS, FL 34274 •. • • t TAIL G (SILL) PRODUCTR8V13I:D as complyingwiththeFlorida Building Co* Ana:0m eNo — SEE NAILING DETAIL I (JAMB) TYPICAL INTEGRAL FIN FRAME SECTIONS • • ANCHORAGE DETAILS 7111E ALUM. HORIZONTAL ROLLER WINDOW IMPACT same rano a.w Shaft Half 11 d 11 4127-10 E .NN\NO V LYN 1N //1/'/i ?\...' • v10ENSF'•.. e,D *' No. 58705 ' -0 STA *IO !V '"'`,S/S0N..tA11l..« ' A. LYMI UILLER, PE PR" 58705 ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • • • •• •• • • • •• •• 080 • • • 0410 • • • • • ••.. •• • • • • •• • • •• • • • • • • •• • .••. • • • • •• • • • •• • •• •• • •••• • • •••• •• •• • • • • • • • • • • • •• • . ••• • • •• • •• • • TRIO DESIGN CONSULTANTS, LLC - C.O.A. # 27578 APPROVED ] NOT APPROVED [ ] APPROVED AS NOTED [ ] R SE&R [ ] R SIG CE / 13 / 15 DATE Designer's review Is for r > conformance wih the design concept and contract documents. Mark ngs or comments shall not be construed as relieving the Contractor from compliance with the project plans and specific , nor departures therefrom. The Contractor remains responsible for details and accuracy, for confirming and correlating all quantities and dimensions, for selecting fabrication processes, for techniques of assembly and for performing his work In a sate marmot DEPARTMENT OF PERMITTING, ENVIRONMENT AND REGULATORY AFFAIRS (PERA) 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 PERA- 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. PERA 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 -101" Outswing Aluminum French Door w/ wo Sidelites -- L.M.I. APPROVAL DOCUMENT: Drawing No. 11005-1, titled Series "Alum. French Door & Sidelites, Impact", sheets 1 through 10 of 10, dated 02/22/07 with revision "D" dated 08/14/12, prepared by manufacture, signed and sealed by 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 Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise 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 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. 11-1013.22 and consists of this page.1 and evidence pages E-1 and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Jaime D. Gascon, P. E. MIAMI-DADE COUNTY, FLORIDA PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamWad e.gov/development/ MANMADE COUNTY APPROVED NOA No. 12-0516.02 Expiration Date: October 18, 2017 Approval Date: August 30, 2012 Page 1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No. 11005-1, titled Series "Alum. French Door & Sidelites, Impact", sheets 1 through 10 of 10, dated 02/22/07 with revision "D" dated 08/14/12, prepared by manufacture, signed and sealed by Lynn Miller, P. E. B. TESTS 1. 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 with Sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-6864, dated 04/02/12, signed and sealed by Marlin D. Brinson, P. E. 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 TAS 202-94 along with marked -up drawings and installation diagram of an Aluminum outswing French Door with Sidelites, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5212, dated 05/05/07, signed and sealed by Carlos S. Rionda, P. E. (Submitted under previous NOA No. 07-0629.10) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC 2007 and FBC 2010, prepared by manufacture, dated 10/11/11, signed and sealed by Lynn Miller, P. E. (Submitted under previous NOA No. 07-0629.10) 2. Glazing complies with ASTM E1300-02/ 04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.01 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Butacite® PVB Interlayer" dated 09/08/11, expiring on 12/11/16. 2. Notice of Acceptance No. 11-0325.05 issued to Solutia, Inc. for their "Saflex and Vanceva clear and color interlayers" dated 05/05/11, expiring on 05/21/16. Jaime D. Gascon . E. Product Control Section Supervisor NOA No. 12-0516.02 Expiration Date: October 18, 2017 Approval Date: August 30, 2012 E-1 PGT Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED F. STATEMENTS 1. Statement letter of conformance and complying with FBC-2010, issued by manufacture, dated 05/14/12, signed and sealed by Lynn Miller, P. E. 2. Statement letter of no financial interest, issued by manufacture, dated 05/14/12, signed and sealed by Lynn Miller, P. E. 3. Laboratory compliance letter for Test Report No. FTL-6864, issued by Fenestration Testing Laboratory, Inc. dated 04/02/12, signed and sealed by Marlin D. Brinson, P. E. 4. Proposal issued by Product Control, dated 02/15/12, signed by Jaime D. Gascon, P. E. 5. Laboratory compliance letter for Test Report No. FTL-5212, issued by Fenestration Testing Laboratory, Inc. dated 05/05/07, signed and sealed by Carlos S. Rionda, P. E. (Submitted under previous NOA No. 07-0629.10) G. OTHERS 1. Notice of Acceptance No. 11-1013.22, issued to PGT Industries, for their Series "FD -101 Outswing Aluminum French Door w/ wo Sidelites — L.M.I.", approved on 11/23/11 and expiring on 10/18/12. r a 4_. c:.9 a. : •k Jaime D. --Gascon, P.4 . Product Control•Section-Supervisor f NOA No. 12-0516:02 Expiration Date: October 18, 2017 Approval Date: August 30, 2012 E-3 TRIO DESIGN CONSULTANTS, LLC - C.O.A. # 27578 [)(1 APPROVED [ ] NOT APPROVED [ ] APPROVED AS NOTED [ ] REVISE & R B /4/15_ DATE Designer's reviews for .: > • conformance with the design concept and contract documents. Markings or comments shall not be construed as relieving the Contractor from compliance with the project plans and specifications, nor departures therefrom, The Contractor remains re dquantities andu accuracy, for confirming and correlating fabrication processes, for techniques ot assembly and la enslons. for selecting e omrng Ns work in a sate mama( NOTES: OUTSWING IMPACT FRENCH DOOR(S) AND SIDE LITE(S) 1. GLAZING OPTIONS: A. 3/8" LAMI NOM. (.402") CONSISTING OF (1) LITE OF 1/8" ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) UTE OF 3/16" HEAT STRENGTHENED GLASS. B. 3/8" LAMI NOM. (.402") CONSISTING OF (1) LITE OF 1/8" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS. C. 7/16" LAMI NOM. (.465") CONSISTING OF (1) LITE OF 3/16" ANNEALED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS. D. 7/16" LAMI NOM. (.465") CONSISTING OF (1) LITE OF 3/16" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE OR SAFLEX/KEEPSAFE MAXIMUM PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS. ® E. 13/18" LAMI IG NOM. (.840") CONSISTING OF (1) LITE OF 3/16" TEMPERED GLASS, 1/4" AIRSPACE, (1) UTE OF 1/8" HEAT STRENGTHENED GLASS PLUS AN .090 PVB INTERLAYER OF DUPONT BUTACITE PLUS (1) LITE OF 3/16" HEAT STRENGTHENED GLASS. 2. DESIGN PRESSURES: SEE TABLES 1 AND 2 ON SHEET 2. A. NEGATIVE DESIGN LOADS BASED ON TESTED PRESSURE AND GLASS TABLES ASTM E 1300-04. ' B. POSITIVE DESIGN LOADS BASED ON WATER TEST PRESSURE AND GLASS TABLES ASTM E 1300-04. 3. CONFIGURATIONS: X, 0, XX, XO, OX, XXO, J OXO, AND OXXO. 4. ANCHORAGE: THE 33 1/3% STRESS INCREASE HAS NOT BEEN USED IN THE DESIGN OF THIS PRODUCT. MATERIALS, INCLUDING BUT NOT LIMITED TO STEEL SCREWS, THAT COME INTO CONTACT WITH OTHER DISSIMILAR MATERIALS, SHALL MEET THE REQUIREMENTS OF THE FLORIDA BUILDING CODE. FOR ANCHORAGE REQUIREMENTS SEE SHEETS 8 THROUGH 10. 5. SHUTTERS ARE NOT REQUIRED. 6. SEALANT: INSTALLATION SCREWS, FRAME AND PANEL CORNERS SEALED WITH CLEAR COLORED SEALANT. 7. REFERENCES: ®TEST REPORTS FTL-4964, 5212 & 8864; ELCO ULTRACON NOA: 11.0406.01, 12-0126.09; ANSI/AF&PA NDS -2005 FOR WOOD CONSTRUCTION AND ADM -2005 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). 9. CONFIGURATIONS WHICH CONTAIN A SIDE LITE TO DOOR CONNECTION: A. THE LOWER DESIGN PRESSURE FROM TABLE 1. OR 2. PREVAILS. B. FULL LENGTH REINFORCEMENT (ITEM 22 SHOWN IN SECTION E -E, SHEET 5), IS REQUIRED ONLY AT ALL DOOR TO SIDE LITE CONNECTIONS FROM TABLE 1., SHT. 2. REFER TO TABLE 2, SHT. 2 FOR DOOR TO SIDE LITE CONNECTIONS WHICH DO NOT REQUIRE ITEM 22 REINFORCEMENT. ® Mlbil 11, 1/2" GLASS BITE <71 EXTERIOR 1/8" AN. OR HS. GLASS ' 3H6" HS. .090 PVB INTERLAYER GLASS (DUPONT BUTACITE OR SAFLE)(/KEEPSAFE MAXIMUM) 3/8" NOM. GLASS STACK 3/8" LAMI NOM. GLAZING OPTION A OR B, NOTE 1 ••; ;3LAZIL Gt1PTIOW dRb, NOTE 1 CD o Mal 112" GLASS BITE F� EXTERIOR CD 3/16" AN. OR •• ••• 11S.gus; • .0903RL=1YCR • •(DUP BLIACIIiE L • SAPLEX/KEEFS E •• ••• AXI M) ••3116"HS. GLASS • 7/16" NOM. GLASS STACK • ••• • ••• • • • • • • • • •: 7/16" LATCI:NOM. NOA DRAWING MAP TOPIC SHEET GENERAL NOTES 1 CONFIGURATIONS 1 GLAZING DETAILS 1 DESIGN PRESSURES 2 ELEVATIONS 3 VERT. SECTIONS 4 HORIZ. SECTIONS 5 PARTS LIST 6 EXTRUSIONS 6, 7 ANCHORAGE 8-10 GLASS ABBREVIATIONS AN. = ANNEALED HS. = HEAT -STRENGTHENED TP. = TEMPERED 1/2" GLASS BITE EXTERIOR 1/4" AIRSPACE 3/16" TP. GLASS .090 PVB INTERLAYER (DUPONT BUTACITE) 13/18" NOM. GLASS STACK 13/16" LAMI IG NOM. GLAZING OPTION E, NOTE 1 3/16` HS. GLASS 1/8" HS. GLASS PRODUCT RENS ED 11 u Florid4 m comply ' w' BelldIn Caae Aecepte"ce No614,frath* DV. I Z" 16.02. .— product Control oO N da 1 < N 0 a 2 W H J W N ,Y 00 0 Z tL D 0 O 0 LL H Z o_ W 1og ^ a � • • • • • •• • • • • • • • • • • • •• • •• •••• •• •• •• • • • •• • •• • • • • • • • • • • • 410 • • • • • • ••• • • ••• • • • • • • ••• • • • •• •• • • •• •• • • • •• •• •• •• • • •••• •• •• • •• • • • • • • • • ••• • • TABLE 1. DESIGN PRESSURES FOR ALL CONFIGURATIONS ' • • • • • • •® APPROVED CONFIGURATIONS: X, XX, 0, OX, XO, OXO, X4,0,.0)0t& OXXO•: •• • (FOR DOORS W/ SIDE LITES THE LOWER DP FOR THE DOOR OR6I1)E LITE Q12EVAITS) REINFORCEMENT IS REQUIRED AT DOOR & SIDE LITE CONNECTIONS DOORS WITH GLASS TYPES A, B, C, D OR E HEIGHT • �•: ••: •• X WIDTH XX WIDTH 68 - 79 3/4" 7° - 83 3/4" 87 3/4" • 91 34: .81- 95 I/41 - • • • +T5.0 3° 37112"I 6° 71 3/4" O WIDTH +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +13.0 75., • SINGLE SIDE LITES WITH GLASS TYPE A 27 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 36 1/8" +75.0 -75.0 +75.0 -75.0 +71.4 -71.4 +67.6 -67.6 +64.2 -64.2 36 3/4" +75.0 -75.0 +74.9 -74.9 +70.4 -70.4 +66.6 -66.6 +63.1 -63.1 O WIDTH 36 3/4" SINGLE SIDE LITES WITH GLASS TYPES B, C, D OR E +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 TABLE 2. APPROVED (THE LOWER REINFORCEMENT DESIGN PRESSURES FOR COMBINED DOOR /SIDE LITES ONLY CONFIGURATIONS: DP FOR OX, XO, OXO, XXO, OXX & OXXO THE DOOR OR SIDE LITE PREVAILS.) IS NOT REQUIRED AT DOOR & SIDE LITE CONNECTION GLASS TYPES A, B, C, D OR E HEIGHT X WIDTH XX WIDTH 68 - 79 3/4" 7° - 83 3/4" 87 3/4" 91 3/4" 8° - 95 3/4" 2° 25 1/2" 4° 47 3/4" +58.6 -58.6 +55.4 -55.4 +52.4 -52.4 +49.8 -49.8 +47.4 -47.4 27 1/2" 51 3/4" +54.9 -54.9 +51.8 -51.8 +49.0 -49.0 +46.5 -46.5 +44.3 -44.3 29 1/2" 55 3/4" +51.7 -51.7 +48.8 -48.8 +46.1 -46.1 +43.8 -43.8 +41.6 -41.6 2° 31 1/2" 5° 59 3/4" +49.0 -49.0 +46.2 -46.2 +43.6 -43.6 +41.4 -41.4 +39.3 -39.3 28 331/2" 54 63 3/4" +43.1 -43.1 +43.1 -43.1 +41.5 -41.5 +39.3 -39.3 +37.3 -37.3 35 1/2" 67 3/4" +38.1 -38.1 +38.1 -38.1 +38.1 -38.1 +37.5 -37.5 +35.6 -35.6 3° 37 1/2" 6° 71 3/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 SINGLE SIDE LITE 0 WIDTH GLASS TYPES A, B, C, D OR E 10 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 12 3/4" +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 +75.0 -75.0 19" +72.4 -72.4 +68.5 -68.5 +65.0 -65.0 +61.9 -61.9 +59.0 -59.0 21 3/4" +64.5 -64.5 +61.0 -61.0 +57.8 -57.8 +55.0 -55.0 +52.4 -52.4 27 3/4" +52.9 -52.9 +49.9 -49.9 +47.2 -47.2 +44.7 -44.7 +42.6 -42.6 36 1/8" +35.2 -35.2 +35.2 -35.2 +35.2 -35.2 +35.2 -35.2 +34.4 -34.4 36 3/4" +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 +34.0 -34.0 •• .• .ISO-tE$: •••• • 4,1 GLA40 TYPES: A. 3/8" LAMI (1/8" A, .090 PVB, 3/16" HS) B. 3/8" LAMI (1/8" HS, .090 PVB, 3116" HS) C. 7/18" LAMI (3/16" A, .090 PVB, 3/16" HS) • 13,7116" LAMI (3/16" HS, .090 PVB, 3/16" HS) • Aiyf. 13/16" LAMI IG (3/16" TP, 1/4" AIRSPACE, 1/8" HS, .090 PVB, 3118" HS) • I CQMBINED DOOR & SIDE LITE WIDTHS FOR TABLE 1 OR 2. MAX. OX/XO WIDTH = 73112" MAX. OXO WIDTH = 1091/2" MAX. XXO/OXX WIDTH =107 3/4" MAX. OXXO WIDTH = 143 3/4" 3. SINGLE DOORS 335/8" WIDE OR OVER AND THE OPERABLE PANEL OF DOUBLE DOORS 841/8" WIDE OR OVER FROM EITHER TABLE COMPLY WITH THE EGRESS REQUIREMENTS OF THE FBC. NARROWER DOORS MAY BE USED WHERE EGRESS IS NOT REQUIRED BY CODE. 4. DESIGN PRESSURES UNDER 40 P.S.F. ARE NOT APPLICABLE IN MIAMI-DADE COUNTY. 5. EXAMPLES OF COMBINED DOOR AND SIDE LITE DESIGN PRESSURES: EX. A FROM TABLE 1. OXO WITH GLASS TYPE A 30" WIDE x 90" HIGH SINGLE DOOR WITH 29" SIDE LITES DESIGN PRESSURE = +67.6 / -67.6 PSF EX. B FROM TABLE 1. OXXO WITH GLASS TYPE A 68" WIDE x 86" HIGH DOUBLE DOOR WITH 361/2" SIDE LITES DESIGN PRESSURE = +70.41-70.4 PSF EX. C FROM TABLE 2. OXO WITH GLASS TYPE C 30" WIDE x 87 3/4" HIGH SINGLE DOOR WITH 26" SIDE LITES DESIGN PRESSURE =+43.61-43.6 PSF EX. D FROM TABLE 2. OXXO WITH GLASS TYPE C 63 3/4" WIDE x 80" HIGH DOUBLE DOOR WITH 26" SIDE LITES DESIGN PRESSURE = +43.1 1.43.1 PSF 6. FOR COMBINED DOOR AND SIDE LITES FROM TABLE 1, WHICH REQUIRED REINFORCEMENT AT DOOR TO SIDE LITE CONNECTION SEE SECTION E -E, SHEET 5 FOR REINFORCEMENT DETAIL. PRODUCT RENTT. - , •t Complying with ::. .... !] t 02 ANoplmc. No BxpleUonD.q t n/ Iv1f.m1D. product Co Q N I o w fY C/) 0 Z W 0 0 0 u.. 1- Z 0 a 73 1/2" MAX. 36 3/4" F'— MAX. SEE NOTE 4 OX OR XO 37 1/2" MAX. A 95 3/4" MAX. HT. TYP. 84 3/8" MAX. DLO TYP. 40' (TYP.) c 1091/2' MAX. 36 3/4" 36 3/4" MAX. SEE NOTE 3 MAX. 85 3 MAm 1 1 ' m 1 E� 0 Lit 1 �E 0 1 , Ej' 0 1 ` SEE NOTE 4 71 3/4' MAX OXO SEE NOTE 4 24 9/18" MAX. DLO (TYP) B IC j • • • • • • • •• • • • • • • • •• • ••• •• • 36 3/4" MAX. 33 5/8" MAX. DLO (TYP.) -143 3/4" MAX. 36 3/4" M" —.-1-.. SEE NOTE 3 r M 85 3 MAm 1 Lit 1 , Ej' 0 1 ` # lE 1 X AC . '11.0(TY! /E{ X INACT IE 0 SEE NOTE 4 A ---1 X A XX NOTES: 1. FOR ANCHORAGE DETAILS SEE SHEETS 8 THROUGH 10. 2. FOR HORIZONTAL AND VERTICAL SECTIONS SEE SHEETS 4 AND O. • • • 2• '(.X'• • • • • • 3. SIDE LITESOVERLAP 'X' AND 'XX' DOORS BY3/4" WHEN ASSEMI;LE6TOgtAKE'X(,,'OXO''XXC*'OiCC'•4NO'0XXO'CONFIGURATIONS. 4. REINFORCEMENT LOCATION FOR SIDE LITE TO DOOR CONNECTIONS (SEE APPLICANILItY SHEET 2)! • •♦ 5. CLEAR OPENING FOR 'X' AND 'XX' DOORS AS FOLLOWS: ('X' D094= WITH •H - 5.1461 (') I5OOR =eaDOR IDTH/2 -4.079) 95 3/4" MAX. (TYP.) 84 3/8" MAX. DLO (TYP.) • G DOOR DLO HEIGHT = HEIGHT -11 3/8" DLO WIDTH 'X' = DOOR WIDTH -12 15/16" DLO WIDTH 'XX' = DOOR WIDTH/2 -11 5/16" SIDE UTE DLO HEIGHT = HEIGHT -11 3/8" DLO WIDTH = WIDTH -31/8" SEE NOTE 4 4" .) PRODUCT RENEWED as complying with the Florida Building Code I 1 AtteptmtceNo 2 ~DSI OL &T pD oI7 �r ,r Miami Dada Product Con I +� co O bO w z 2 w N Q o o..ecgww ELEVATIONS u) S O Om 1- p_ LL a 0 • co L • 2 st 11 1111, �u 2\1 ,a u'i •� O; Z�� 0` g s4 1/1/11 '11111 r \‘‘ ••• • • • • ••• • • • • • • • • • • • ••• • • • • • • • •• •• • • • •• • ••• • • • ••• • ... . . . ... • • • •• •• •• • • •• •• • • •. • • • • • • ••• • •• • • • • •• • •• •. •. ••• • •• •• •• ••. • •• •••• ••• • •• • • • • • • • • • • • • •• PRODUCI'RRNBt� as complyingwith the Florid H°Cd°EXTERIOR -�� w_and Dade Produet Waaw 0 J • • • • • • • •••N • INTERIOR •• ••• • • • l`, ---r- i • • • • • • • • •• • • • •• • • •• • • • • I • • 0 AT HEAD/JAMB Drown * J ROSOWSKI Drown Dew 04/04/12 Dawatticir VERTICAL SECTIONS m,« ALUM. FRENCH DOOR & SIDE LITES, IMPACT Q Drawing No. 11005-1 0 EXTERIOR INTERIOR 0 CLEAR -COLORED SEALANT ��T, I�.4_ ��I l��1 -:-�, .� AT SILUJAMB R ADDED HEAD / SILL GASKET DESCRIPTION Shoot 4 OF 10 tit 0 H I MAX. MAX. MAX. MAX. SIDE r — .� DLO 1111 DOOR HEIGHT DLO ti O LITE HEIGHT N cd N O ¢¢ R !r71 16 CERT. Of AUTH. #29296 ... n. AIM SL VIEW G -G ( 0 EA Fe P"ol 'Z !'d, CORNER ASSEMBLY 0 61 ,11111 ,‘‘,‘ ,_,,,,, .. 4, ..... ./..41 i, J o �_..o.', Y W N '_I- O• Z ,,,..:0,,,.. ;y'•°7 Z " -, •;(4s:'•••• ••'''•0, �,,,,'/-14 pip```. 0 Mb I 0 ^- --_ 1.489 — ..ice m DOOR l SECT. A -A SL SECT. B -B _Z:y - - ® VERTICAL VERTICAL 'XX' SECT. C -C HORIZ. MAX. 'X WIDTH 1_, max. DLO MAX. SL WIDTH 'X' SECT. D -D HORIZ. SPACING, SAME AS JAMB ANCHOR SPACING (SEE SHEETS 7, 8 AND 9) MAX. DLO ••• • • • • • •• • • • • • ••• •• • • • •• SEE TABLES 1 AND 2 AND NOTES ON SHEETS 1 & 2 SL SECT. E -E °L ••F�/�PPLICIft1 TY••• • • SL SECT. F -F HORIZ. (DOOR W/ SIDE LITE) :. •: • • • •• • HORIZ. (SINGLE SIDE LITE) ••• • •& • •• • MAX. SL WIDTH INTERIOR EXTERIOR pRODUCfItENEWBD a<eompIYI"B `'^th tha Ftotida building Code +�_ osi & .02 Acceptance No3'0 On DyyeyJ6# Dade Product Con' j MJPmM)wn 0 ce Q N 0 z 0 H 0 W 0 -J z 0 N O u_ O N �F Z 0 LL ••• • • • • ••• • • • • •• •• • • • • • • •• • ••• • • • •• • • •• • • •• • •• • • • • • •••• •• • •• •• ••• •• s•• • • • ••• • • e•• • • • • • •• •• • • • • • • • • • • • ••• • • • • • ••• • • • • • • • • •• •• • • • • • • • • • • ITEM DWG # PGT# DESCRIPTION • • • • • e • 1 9438 60411 FRAME HEAD• i : • • • it • • • 2 1010 6Q300 WSTP.,Q-LON .180 X.3751IIGH • • • • 3 7070 87070K 311 • BULB WEATHERSTRIP .1g7•4309i1 _ 4 955 7955X FLUSHBOLT STRIKEPLATE 5 938 7936X 2 PT. LOCK STRIKEPLATE 6 956 7956A FRAME HEAD STRIKEPLATEANCKIN PLAT. _ ii 7 934A 7832X12FPXP #8-32 X.500 P11. FL. MS - S.S. W/ SILICONE'P/MTCIl • • 8 995 70995 GASKET (BE1WEEN THRESIldLD & Pifi1ME•I$Me : :' 9 998 70996 GASKET (BE1WEEN HEAD FPAM EJA MS)•• • • • 10 952A 6533016 • FILLER HEAD ADAPTER • 11 11000 611000M OUTSWING THRESHOLD 12 1670 671670 WSTP, .350 RD FOAM FILL T -SLOT (AMSBURY#32011) 13 11004A 611004M OUTSWING THRESHOLD CHANNEL COVER 14 11001A 411001A ACETAL SPACER .065 (INHOUSE INJEC710N MOLDED) 15 11002A 411002A ACETAL SPACER .095 (INFUSE INJECTION MOLDED) 16 11003A 411003A ACETAL SPACER .140 (INHOUSE INJECTION MOLDED) 20 9150 60380 FRAME JAMB (OUTSWING) 21 1010 6Q300 WSTP.,Q-LON .190 X.375 HIGH 22 6608 66608M REINFORCEMENT, 1.000 X Z750 X 0.650, 6061-T5 23 1140 78X112PSATS #8 X 1.500 PH SQ A T/S 24 1048 71048 JAMB SCREW COVER CAP 25 930 41721N STRIKE PLATE INSERT 26 1118 710X94PFA #10 X.750 PH. FL. SMS 27 7070 67070K BULB WEATHERSTRIP .187 X.300 HIGH 30 9100 6910 DOOR PANEL, TOP & BOTTOM RAIL 31 911E 6911 DOOR PANEL, SIDE RAIL 32 917 7FRMO HINGE EXTRUSION 33 1178 71058FP W,B #10 X.825 PH. FL. SMS 34 913A 60378M TRUSS CLAMP 35 1130 61RODA 5/16.18 THREADED ROD 36 990 7990NUTA 5116-18 FLANGED HEX NUT 37 914A 60379M WEATHERSTRIP CHANNEL 38 7834FPT #8 X.75 PH. FL. TEK 39 997 70997 GASKET (BETWEEN PANEL HEAD/SILL & PANEL STILES) 40 1023 679240 WSTP., .187 X.250 HIGH, FINSEAL 41 928 41720 SLIDE BOLT ASSY. (INACTIVE PANEL ONLY) 42 1145 76X12FPAW #6 X.500 PH FL SMS TYPE BDS 43 1212 7P30GG SILL DUST PLUG (INACTIVE PNL) 44 983B 6983 DOOR PANEL ASTRAGAL 1 (OUTSWING) 45 9846 6984 000R PANEL ASTRAGAL 2 (OUTSWING) 46 1213 6Q200K WSTP.,Q-LON .190 X .200 HIGH 47 929 74UBLOK LOCK SUPPORT ASSY. (41707 & 41708) 48 1139 7634F #6 X.750 PH. FL. SMS 49 982 FD2PTAY 2 PT. LOCK ASSY. 50 6R180FS RUBBER SLEEVE 61 930 41721 STRIKE PL. INSERT (INACTIVE PANEL) 52 931 7FRSPX DEADBOLT STRIKE PLATE 53 1118 710X34PFA #10 X.750 PH FL. SMS 54 957 70957X HANDLE STRIKE PLATE 55 1118 710X34PFA #10 X.750 PH FL. SMS ••• •• • • • •• • • • • •® ITEjJI DWG # PGT# DESCRIPTION 80 •9200 6920D SIDEUTE HEADER 21 :921D 6921 SIDEUTE SILL 6Z' 916B 60381 SIDELITE JAMB 6 1155 781 PQA #8 X 1.000 QUAD PN. SMS 64 998 7998 HEAD GASKETS (STOCKING #70998) 85 999 7999 SILL GASKETS (STOCKING #70999) 436 934A 61641M SIDEUTE JAMB ADAPTER 87 #12 X 1.000 SHEET METAL SCREW 70 712653K SETTING BLOCK, 3/32' X1/4" X 1" W/PSA, 85 +/-5 DURO. •71 71267K SETTING BLOCK, 1/16" X 1/2" X 1" W/PSA, 86 +/-5 DURO. 72 4222A 64222 BEAD. 7/18" 73 988 6988 BEAD, 3/8" 74 4067B 64087 BEAD. 13/16" 10 90 6DURAKI4 1/4" DURASEAL 10 SPACER 91 8TP248 BULB, THIN (USED IN EXTRUDED BEAD) 92 988 64988 BEAD, INTERIOR 93 1224 6TP247 BULB, THICK (USED IN EXTRUDED BEAD), 65+/-1 DURO. 94 GLAZING SILICONE, DOW 899 OR 983 95 GLASS, 3/8" LAMI - 1/8" A, .90 PVB, 3/16" HS 96 GLASS, 3/8" LAMI - 1/8" HS, .90 PVB, 3/16" HS 97 GLASS, 7/16" LAMI - 3/16" A, .90 PVB, 3/18" HS 98 GLASS, 7118" LAMI - 3/16" HS, .90 PVB. 3/16" HS 99 GLASS, 13/16" LAMI 10 - 3/16" TP, 1/4" AIRSPACE, 1/8" HS, .90 PVB, 3118" HS 103 OFF -THE SHELF IDEAD BOLT LOCK .504 �{ .360 .055-+iF•�� 13 OUTSWING THRESHOLD CHANNEL COVER 6063-T6 I-.--2.750---.1 .650—ri F 125] 22 TUBE MULL 606345 PRODUCT RENEWED at complying with he Plotkin Building Code Ft- QS( 49.CAC Sx• o Dat'.d5:1.-tom+' Product Con go 1 /o LL 1O co 1 0 1E1 5 4.626 4.000 .062 DOOR PANEL TOP & BOTTOM RAIL 6083-T5 3.655 3.111.650 i I r175n 4.726 4.100 31 1.400 II .050'--�•I FILLER HEAD ADAPTER 6063-T6 OFRAME HEAD 6063-T6 050 079 .489 3.000 ---1 1.7501 1.479 J 1.489 11 OUTSWING THRESHOLD 6063-T6 DOOR PANEL SIDE RAIL 6063-T5 - 4.726 4.100 44 jJ 1.500 l r125j 1 J I .750 TRUSS CLAMP 6083-T5 DOOR PANEL INTERIOR ASTRAGAL 6063-T5 .050 3/8" GLAZING BEAD 6063-T5 3.100 - { DOOR PANEL EXTERIOR ASTRAGAL 6063-T5 72 7/16" GLAZING BEAD 6063-T5 6.085 5.459 .075 5.212 .075 4.586 •• .• • • • r • . • 0 • • • •1--- 3.100 • •• • ••• • • 60 �L �iEADFR • • • • - • • • • 06 -T6• • •s • • •• • • 0 ••• • •• • St Seel• %d63'6 •• • 1.480 1 ] 3.000 .050 DOOR FRAME, JAMB 6063-T6 +1.578--- -1 .890 t50 62 SL JAMB 6083.76 �.830r- i 3.000 1 2.980 .050 .050- .250 050- .250 WEATHER STRIP CHANNEL 6063-T5 0.375 2.125 -,125 1 32 HINGE 8063-T5 1---11-.-.172 .050 .683 r- 1 1.092 L- 74 IG GLAZING BEAD 6063-T5 PRODUCT RENEWED aRcomplyingFriththe Florida Acceptance cello i z'- �St Acaptenco No Bapir nDat4�, � Wu Dade P oct controP Wu 02 2 0 ADDED PART # 74 Ce N I o 07 Z 0 ire t0 o 0 LL 10 a5� F 1 0 D LL 111°‘ �i\\\N'.,O SL JAMBY'w66ADAPTER6063-T6.tp`: ••• • • • • ••• • • • • • • • • • • • • • ••• • • • • • • • • • • • • 0 • •• •• • • 0 •• •• 000 • • • ••• • • ••• • • • • ••• • • ••• • • • •• .• . • •• •• • • • • • • • • • ••• • • • • • • • • • • • • ••• • • HEAD ZONE "C"-1 JAMB ZONE "A" } SILL _ ZONE "C" SEE TABLE 3., SHT. 9 HEAD HEAD HEAD �Z E" t ZONE `F"tZ"E E1 1 w z N CO I SILL f- ONE 1ZSILL SILL ONE F" 1 ZONE -1 "E" SEE TABLE 7., SHT. 9 "E" ~ZONE LD" ZONE "D" SEE TABLE 4., SHT. 9 HEAD I SILL ZONE "E" SEE TABLE 5., SHT. 9 HEAD HEAD rZONE "Cr —I— "F"�Z ENE JAMB ZONE "A"--1 1 XXO OR OXX 1 JAMB ZONE "B" 1 I o ..... SILL SILLS f SILL I ZONE -1 SEE TABLE 7., SHT. 9 "E" HEAD HEAD I ZONE "D" I ZONE E"I w z N CO XO OR OX SILL 1 SILL ZONE "D" ZONE E"� SEE TABLE 8., SHT. HEAD w z N CO J ZONELF'�ZONE 20NE }—ZONE "F"ZONE "F"--t.ZONE -} JAMB ZONE "B" W 1 OXXO 1 { 4± N 71 1 JAMB ZONE 18" ILLZONE�� SILLry - ILL - "E" SEE TABLE 7, SHT. 9 "E" EXAMPLE OF ANCHORAGE FOR A 71 3/4" x 83 3/4" 'XX' DOOR, WITH 19" x 83 3/4" SIDE LITES (SEE SOLUTION AT RIGHT) NOTES: 1. APPROVED ANCHOR TYPES ARE: 1.1/4" ELCO TAPCONS 2. 1/4" ELCO SS4 CRETE -FLEX MASONRY ANCHORS 3. #12 SCREWS 2.ANCHOR QUANTITIES ARE BASED ON SPACING AS FOLLOWS (3" MIN. O.C. FOR CONCRETE): SEE EXAMPLE OXXO ANCHOR LAYOUT ABOVE. JAMBS (ALL): 131/4" MAX. FROM CORNERS AND 231/8" MAX. O.C. HEAD & SILL OF DOORS: 8" MAX. FROM CORNERS, 9" MAX. FROM ASTRAGAL CENTERS AND 20 7/8" MAX. O.C. HEAD & SILL OF SIDE LITES: 8" MAX. FROM CORNERS AND 24 3/4" MAX. O.C. ' 3. TO DETERMINE ANCHOR QUANTITIES FIND THE CONFIGURATION ABOVE THEN REFER TO THE APPROPRIATE TABLES ON SHEET 9. x = MINIMUM JAMB ANCHOR LOCATION. - = ADDITIONAL JAMB ANCHOR LOCATION, EQUALLY SPACED AS REQUIRED PER TABLES 3-7 ON SHEET 9. EXAMPLE ANCHORAGE SOLUTION FOR A CONCRETE OXXO INSTALLATION A. 19" x 83 3/4" SIDE LITES "B" AND "E" ZONE ANCHORS FROM TABLE 7, SHEET 9. PLUS; 8. 71 3/4" x 83 3/4" XX DOOR ZONE "F" ANCHORS FROM TABLE 4, SHEET 9, EACH "F" ZONE. SEE ENCIRCLED VALUES, SHEET 9 SOLUTION: TOTALS (4) TYPE 1 OR 2 ANCHORS EACH JAMB AND 2+6+5+2 = (14) TYPE 1 OR 2 ANCHORS AT HEAD AND AT SILL. * = ANCHOR LOCATION FOR EXAMPLE ABOVE 0-414 PRODUCT RENEWED ne complying with the Florida �� Building Code f 2 — // D P. 02 Acceplatce No B,ifpi[a o f Date J r f 0717 Miami Dade Product Control N O t In z O d'r Id < N o 7 0 1- O IL O co z iN rce o � O= O_ 6 TABLE 3. X DOORS GLASS TYPES A, B, C, D, E ANCHOR TYPE 2,3, VYOOD 1.2. CONC & SUBSTRATE TABLE 4. XX DOORS (ALSO X DOOR OF XO & OX) GLASS TYPES A, B, C, D, E ANCHOR TYPE a suBSTRATE 2,3, WOOD 1,2, CONC TABLE 6.0 SIDE LITE A GLASS TYPES A, B, C, D, E ANCHOR TYPE & SUBSTRATE 2,3, WOOD 1,2, CONC TABLE 6. XO & OX GLASS TYPES ANCHOR TYPE & SUBSTRATE A, B, C, 0, E 2,3, WOOD 1,2, CONC TABLE 7. OXO, XXO, OXX & OXXO GLASS TYPES A, B. C, D, E ANCHOR TYPE 2,3, WOOD 1,2, CONC & SUBSTRATE POOR WIDTHS "X' - 25.50 TO 37.50 LOAD ZONES WIDTH x HT. X - JAMB'A" X t-) A DOOR WIDTHS )OC - 47.75 TO 71.75Riu LOAD ZON ES WIDTH x HT. 1L;-' Ers 25.50 x 79.76 83.75 87.75 91.75 95.76 6 2 7 4 2 3 5 2 7 4 2 3 5 2 7 4 2 3 5 2 7 4 2 3 6 2 7 4 2 3 47.75 x 79.75 83.75 87.75 91.75 95.75 4 5 5 5 5 3 4 4 4 6 7 7 7 7 4 4 4 4 4 2 2 2 2 2 3 3 3 3 3 27.50 x 79.75 83.75 87.76 91.75 95.75 5 2 7 4 2 3 5 2 7 4 2 3 5 2 7 4 2 3 6 2 7 4 2 6 8 2 7 4 2 5 51.75 x 79.75 83.75 87.75 91.75 95.75 5 5 5 5 6 4 4 4 4 4 7 7 7 7 7 4 4 4 4 4 2 3 2 3 2 3 2 3 3 5 WIDTHS LOAD ZONES "O" - 10.75 TO 38.76 m WIDTH x HT. 0 10.75 x 79.75 4 83.75 4 87.75 4 91.75 4 95.76 4 12.75 x 79.75 4 83.76 4 87.75 4 91.75 4 Ag 0 m ('r A 0 DOOR WIDTHS - 25.50 TO 37.50 SIDE LITE WIDTH x HT. LOAD ZONES Sn m h 6 O O X CO X Eo g m 00 b X DOOR WIDTHS ")C' - 25.50 TO 37.50 "DC - 47.76 TO 71.76 LOAD ZONES SIDE LITE WIDTH X HT. to g 00 6. O - JAMB "B' iu 0 4 4 4 4 4 10.76 x 79.7 83.75 87.7 91.7 95.75 2 4 2 2 4 2 2 4 2 2 4 2 96.75 4 2 4 2 12.75 x 79.7 133.7 87.7 91.75 95.75 29.50 x 79.75 83.75 87.75 91.75 95.76 5 2 8 4 2 3 6 2 8 4 2 3 8 2 8 4 2 5 8 2 8 4 2 6 8 2 8 4 2 5 55.75 x 79.75 83.76 87.75 91.75 95.76 5 6 5 6 8 4 4 4 4 4 7 7 7 7 8 4 4 4 4 4 2 2 2 3 3 3 3 3 5 5 31.50 x 79.75 83.75 87.76 91.76 95.75 6 2 8 4 2 3 6 2 8 4 2 6 6 2 8 4 2 5 6 2 8 4 2 6 7 2 10 4 2 5 69.76 x 79.76 83.76 87.76 91.76 95.75 6 5 6 6 6 5 5 5 6 5 8 8 8 8 8 4 4 4 4 4 2 2 3 3 3 3 3 5 5 5 33.50 x 79.75 83.75 87.76 91.75 95.75 6 3 8 4 3 3 6 3 8 4 3 5 6 3 8 4 3 5 7 3 10 4 3 5 7 3 10 4 3 5 83.75 x 79.75 83.75 87.75 91.75 95.75 5 8 6 8 7 6 5 5 5 8 8 8 8 8 10 4 4 4 4 4 2 3 3 3 3 3 5 5 5 5 35.50 x 79.75 83,75 87.75 91.75 95.75 6 3 8 4 3 5 6 3 8 4 3 5 8 3 8 4 3 5 7 3 10 4 3 5 7 3 10 4 3 5 67.75 x 79.75, 83.75 87.75 91.75 95.75 8 8 6 7 7 5 5 5 8 6 8 8 8 10 10 4 4 4 4 4 3 3 3 3 3 6 6 5 5 5 19.00 x 79.75 4 83.76 4 87.76 4 91.75 4 95.76 4 21.76 x 79.76 4 83.75 4 87.75 4 91.76 6 95.75 5 27.75 x 79.75 5 83.75 5 87.75 6 91.75 6 95.75 6 38.13 x 79.75 8 37.50 x 79.75 83.75 87.75 91.75 95.75 6 3 8 4 3 5 6 3 8 4 3 5 7 3 10 4 3 5 7 3 10 4 3 5 7 3 10 4 3 5 71.75 x 79.75 83.7 87.75 91.75 95.75 6 6 7 7 5 5 5 8 6 8 9 9 10 10 4 4 4 4 4 3 5 3(, 5♦ 3 5 3 5 3 5 2 4 2 2 4 2 2 4 2 2 4 2 2 4 2 19.00 x 79.7 83.75 8775 91.75 95.75 2 4 2 2 4 2 2 4 2 2 4 2 2 4 2 4 2 0© 0© 0© 0© 0© 0© 0© 0© 001 0© 00 0© 00 0© 0© 0© 0© 0© 0© 00 0© 00 0© E© 0 00 00 00 0111 00 ©n +flti 7I 21.76 x 79.7 83.7 87.75 91.76 95.75 2 4 2 2 4 2 2 4 2 2 4 2 2 4 2 3 4 3 8•3501 • 87.75 7 3. 3• 11%1.75 7, 3. •• ••• !!5 ••T 36.75 x 79.75 6 r 3• • ,1 •3 • 1 •3 • •3• 3 4 3 83.75 6 3 4 3 • 87.j54.7 • 091.75. 7 3 • • •95.75• 7 3• • •3 .4 •3� •4 • 27.75 x 79.7 83.7 87.7 91.7 95.7 36.13 x 79.7 . • 8347 • • ti.7 • • ••• 91.! • • • • 96.1 36.75 x 79.7 83.7 •67.7 : 91.7 •. 47 0 6 2 w 2 O z Q .4 w J CO re 0 x V z .4 CO 4 2 4 2 4 2 4 2 4 22 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 USE JAMB ANCHOR FROM TABLE 3. AND SAM 10.75 x 79.75 83.75 87.75 91.75 95.75 12.75 x 79.76 83.75 87.76 91.75 95.75 19.00 x 79.75 83.75 87.75 91.75 95.75 21.75 x 79.75 83.75 8776 91.76 95.76 27.75 x 79.75 83.75 87.76 91.75 95.76 36.13 x 79.75 83.75 87.75 91.76 95.75 36.75 x 79.76 83.75 87.75 91.75 95.75 0,9 0 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2) 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 0 8 sa u. 4 3 4 3 4 3 APPROVED ANCHOR TYPES: 1. 1/4" ELCO TAPCONS 2. 1/4" ELCO SS4 CRETE -FLEX MASONRY ANCHORS 3. 912 SCREWS (G5) 4. ENCIRCLED ANCHOR QUANTITIES IN TABLES 4 AND 7 PERTAIN TO THE EXAMPLE ANCHORAGE SOLUTION ON SHEET 8. PRODUCT RENEWBO as complybig wiih the Florida Building Code 051 02. Acceptance No 1 L- Bxpiration Date 4.) m. Dade Product Contiol 0 1 0 ADDED GLASS TYPE E CO LU 0 cc a. ea cc 0 10 116‘- Pg8c1/ • • • • • • • • • • • • • • • • • • • • • • * . . • • • • • • • • • • . • • • • • • • • . • • • • • • • • • • • • 2X WOOD BUCK, NOTE 2 3.4 KSI MIN. CONC. - 1 3/8" MIN. 1 ExT. 1X WOOD BUCK, NOTE 2 1/4" MAX. SHIM WOOD ANCHOR TYPE 2 OR 3, NOTE 1 DOOR HEAD (WOOD) 1 3/8" 1/4" MAX. SHIM MIN. WOOD ANCHOR ON STAGGERED CENTERS, TYPE 2 OR 3, NOTE 1 2X WOOD BUCK, NOTE 2 CONC ANCHOR ON STAGGERED CENTERS, NOTE 1 EXT. 1X WOOD BUCK, NOTE 2 1 3/4" MIN • • • • • 3/4"... • • • rMIN E.D.- I. • • • • • • • •%••• 1•3/8" TYPE 1 1 3/4" 'TYPE 2 „ EXT. 4-1- • • • — 1 /4"•MAX. AM • CONtVI • • • • ANCHOR, NOTE 1 • • • • • • 21A0Cle 3.4 KSI MIN. CONC. • • • • • • BOCK 111411.642 1: i • ,. 1X WOOD BUCK, NOTE 2 • • • • • • • • • • • • • • • • EAT • • • 1 1/4" TYPE 1 OR 2 (CMU) DOOR HEAD (CONC) 1 3/8" TYPE 1 (CONC) SIDE LITE HEAD (WOOD) 1 3/4" TYPE 2 (CONC) 1 3/8" MIN. 1/4" MAX. SHIM WOOD ANCHOR TYPE 2 OR 3, NOTE 1 1/4" MAX. SHIM .1m II. 1 ;I 3/4" MIN. E.D. 1 3/4" MIN. E.D. 1.5 KSI MIN. CMU OR 3.4 KSI MIN. CONC. SIDE LITE JAMB (WOOD) 1/4" MAX. SHIM 2X WOOD BUCK, NOTE 2 1 3/8" MIN. EXT. DOOR JAMB (WOOD) DOOR JAMB (CONC) WOOD ANCHOR, TYPE 2 OR 3 NOTE 1 1/4" MAX. EXT. SHIM CONC. ANCHOR, NOTE 1 NOTE 3 3_1/4" MAX. EXT. CONC. ANCHOR, NOTE 1 WOOD ANCHOR, TYPE 2 OR 3, NOTE 1 13/4" —.4-1 3/4" MIN. E.D. 1 - 1 3/8" TYPE 1 1 3/4" TYPE 2 1/4" MAX. SHIM CONC. ANCHOR, NOTE 1 SIDE LITE HEAD (CONC) 1 1/4" TYPE 1 OR 2 (CMU) 1 3/8" TYPE 1 (CONC) 1 3/4" TYPE 2 (CONC) 1/4" MAX. SHIM . T 1 3/4" MIN. E.D. 1.51<81 MIN. CMU OR KSI MIN. CONC. 1 3/4" MIN. E.D. 1X WOOD BUCK, NOTE 2 EXT. SIDE LITE JAMB (CONC) WOOD ANCHOR TYPE 2 CONC. ANCHOR, OR 3, NOTE 1 NOTE 1 BUCK, NOTE 2 1/4" MAX. SHIM E 2X WOOD BUCK, NOTE 2 DOOR SILL (WOOD) 2X WOOD BUCK, NOTE 2i DOOR SILL (CONC) SIDE LITE SILL (WOOD) 1X WOOD 3/8" MIN. 3.41<81 MIN. CONC. 1/4" MAX. SHIM 1 .4 3/8" TYPE 1 %-..7.1 3/4" TYPE 2 1 3/4" MIN. E.D. SIDE LITE SILL (CONC) } NOTES: 1. FOR CONCRETE INSTALLATIONS IN MIAMI-DADE COUNTY, USE ONLY MIAMI-DADE COUNTY APPROVED ELCO 1/4" TAPCONS EMBEDDED 1 3/8" MIN. (TYPE 1) OR 1/4" SS4 CRETE -FLEX EMBEDDED 1 3/4" MIN. (TYPE 2). THE MINIMUM DISTANCE FROM.CENTER OF ANCHOR TO CONCRETE EDGE IS 1 3/4". FOR WOOD INSTALLATIONS USE #12 SCREWS, G5 (TYPE 3) OR ELCO 1/4" SS4 CRETE -FLEX ANCHORS EMBEDDED 1 3/8" MIN. (TYPE 2), 2. WOOD BUCKS DEPICTED AS 1x ARE LESS THAN 1 1/2" THICK. 1x WOOD BUCKS ARE OPTIONAL IF UNIT IS INSTALLED DIRECTLY TO SOLID CONCRETE. 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 THE AUTHORITY HAVING JURISDICTION (AHJ). 3. IF SILL IS TIGHT TO SUBSTRATE, GROUT OR OTHER MATERIAL IS NOT REQUIRED. IF USED, NON -SHRINK, 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. IF SUBSTRATE IS WOOD, 30# FELT PAPER OR MASTIC IS REQUIRED BETWEEN THE GROUT AND WOOD SUBSTRATE, OR AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. PRODUCT RENEWED at complying with the Florida AuC . I, leo 12- 0,51. 02 Fwil.,7Dmarmrri • Miami Dade Product Control 47 0 ° 1 1 ANCHORAGE DETAILS C.) 2 ui uJ as z z LLJ <3 o t 0 ,c2 fria poii? 0 TRIO DESIGN CONSULTANTS June 23, 2015 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village, FL 33138 RE: Ukazim Residence 960 NE 97th Street Miami Shores Village, FL Structural Plan Reviewer: Attached to this cover letter, please find 20 pages of structural engineering talc,,Vi4tions grid • • • documentation for the referenced project. The calculations are for the proposed renova or s. end • • addition to the exiating residence at the above referenced site. I hereby certiiyaistii this letter, that • the calculations on each page were prepared by me. Please contact this office.should you ha'P any • • questions, or require additional information. Sincerely, David B. Rogers, Licensed Engine :i #.4981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 W W W.TRIO-DESIGN.NET .... . . . . . ..• .. .. • • . • . • • • • ••• • • ••• • . • •• • • • •• • • • STRUCTURAL CALCULATIONS 960 NE 97TH STREET MIAMI SHORES VILLAGE, FL TABLE OF CONTENTS Subject Pages Wind Loads 1 — 4 Concrete Beams 5 — 8 Steel Beams 9 — 10 Steel Column 11 Footings 12 Masonry Wall / Column 13 — 14 Truss Straps 15 — 20 David B. Rogers, Licensed Engineer 54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 W W W.TRIO-DESIGN.NET •••• • • • •• •••• ••• •••• • .. • • •• • • •••••• • • • • • • • •••• •• •• • • • • • ••• ••• •• • • •• • • • • • • • • • • •• • • ••• • •• • • •• • •• • • • • • Wind Loads — Ukazim Residence, 960 NE 97th Street, Miami Shores, FL ASCE 7-10, Method 2 — Simplified Procedure Main Wind -Force Resisting Systems / 1. The building is a simple diaphragm building 2. The building is a low-rise building V 3. The building is enclosed and conforms to the / wind-bome debris provisions ✓ 4. The building is a regular shape structure (.7 5. The building is not classified as a flexible building / 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter 7. The building has an approximate symmetrical cross-section with a hip roof, 0 < 45° y 8. The building is exempted from torsional Toad cases Wind Design Parameters • Basic Wind Speed, V = 175 mph • Building Risk Category = II • Exposure Category = C • Mean Building Height, h < 15 ft above grade • Exposure Adjustment Factor = 1.21 • Roof Slope, 0= 14.0° Ps = 1.21 Ps3o width of pressure coefficient zone: a = 0.1 (57') = 5.7' OR 0.4 (12') = 4.8' whichever is smaller a cannot be Tess than 0.04 (57') = 2.3' OR 3' USE a= 5.0' Pale,- I •••• • • • • •••• • • • •• • ••• • •• • •• • • •.•• • • .. •• . •• • • • • • •• •.•• • • • •• • • •• • • • • • •• • • • •• • • • ••• • .• •• • Zone PS30 @ 175 mph PS A 61.1 psf 74.0 psf B -20.8 psf -25.1 psf C 40.8 psf 49.3 psf D -11.9 psf -14.4 psf E -58.5 psf -70.8 psf F -38.2 psf -46.2 psf G -40.8 psf -49.4 psf H -29.2 psf -35.3 psf EoH -81.9 psf -99.1 psf GOH -64.2 psf -77.7 psf Components & Cladding — Method 1 1. The mean roof height must be less than 60 ft 2. The building is enclosed and conforms to the wind-bome debris provisions 3. The building is a regular shape structure 4. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter 5. The building has a hip roof with 0 < 27° Pnet = 1.21 Pnet30 z ,z •••• • • • • •••• • •• • •• • •••• • • • • • • • •••• • • •••• • • •• •• • • • • • • • • • • •• • • •• • • • • • •• •••• • •• ••• • • • • • •• • • • • • • • •• • ••• • • • • • • Pressures for roof Zone / Area pnetao @ 175 mph Pnet 1 / 10 31.8 / -50.5 psf 38.5 / -61.1 psf 1 / 20 29.0 / -49.2 psf 35.1 / -59.5 psf 1 / 50 25.3 / -47.3 psf 30.6 / -57.2 psf 1 / 100 22.5 / -45.9 psf 27.2 / -55.5 psf 49.5 / -54.1 psf 59.9 2 / 10 31.8 / -88.0 psf 38.5 / -106.5 psf 2 / 20 29.0 / -80.9 psf 35.1 / -97.9 psf 2 / 50 25.3 / -71.6 psf 30.6 / -86.6 psf 2 / 100 22.5 / -64.6 psf 27.2 / -78.2 psf 55.3 / -73.9 psf 66.9 3 / 10 31.8 / -130.1 psf 38.5 / -157.4 psf 3 / 20 29.0 / -121.7 psf 35.1 / -147.3 psf 3/50 25.3/-110.5 psf 30.6/-133.7 psf 3 / 100 22.5 / -102.0 psf 27.2 / -123.4 psf Wall Pressures Zone / Area pnetao @ 175 mph Pnet 4 / 10 55.3 / -59.9 psf 66.9 / -72.5 psf 4 / 20 52.8 / -57.4 psf 63.9 / -69.5 psf 4 / 50 49.5 / -54.1 psf 59.9 / -65.5 psf 4 / 100 47.0 / -51.7 psf 56.9 / -62.6 psf 5 / 10 55.3 / -73.9 psf 66.9 / -89.4 psf 5 / 20 52.8 / -69.0 psf 63.9 / -83.5 psf 5 / 50 49.5 / -62.4 psf 59.9 / -75.5 psf 5 / 100 47.0 / -57.4 psf 56.9 / -69.5 psf .... • • • •• •••• • •• •• • •••• • •• ••• • •. • . • • • • •. • .. • ••• • .. •... • .. •• • • • • • • • • • • • • • • .. . • . • • • • • • ••• • • • • • •. • Roof Overhangs Zone / Area pnetso @ 175 mph Pnet 2 / 10 -103.0 psf -124.6 psf 2 / 20 -103.0 psf -124.6 psf 2 / 50 -103.0 psf -124.6 psf 2 / 100 -103.0 psf -124.6 psf 3 / 10 -173.2 psf -209.6 psf 3 / 20 -156.3 psf -189.1 psf 3 / 50 -133.9 psf -162.0 psf 3 / 100 -117.0 psf -141.6 psf •Pa,y, • ••.... • •. ..• •••• • • . • .• • . • •• • • •••• • • •• •• .. • •. • • .. ..• • •• ..• • Beam Designation Beam Size Project: Ukazim Residence Date: 6/4/15 Page 5 CONCRETE BEAM DESIGN RCB -1 Beam above openings 8" x 16" Dead Load (#/ft) 700 Live Load (#/ft) 200 Wind Load (#/ft) 0 0 Wu1= 1.2 (DL) + 1.6 (LL) Wu2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) Wu3 = 1.2 (DL) + 1.0 (WL) + 0.5 (LL) Wu4 = 0.9 (DL) + 1.0 (WL) Span (ft) 6.5 ft Mu=WuL2/8 6126.3 ft-# Beam Width Effective Depth Coefficient of Resistance Reinforcement Ratio 8 in. 13.5 in. 1160 #/ft 1160 #/ft 940.0 #/ft 630 #/ft Mu / (I)bd2 0.0560 p 0.0033 Steel Area pbd 0.3564 in.2 Vu = Wu L / 2 3770 # Design Shear @ 'd' from support 2465 # 4Vc = (1)2(f',112) bd 8873.11 # 4)Vc / 2 4436.55 # 2465 < 4436.6 Stirrups not Required VS = (Vu -' Vc) / N/A # s1= A„fvc1 / Vs N/A in. s2=d/2 6.75 in. #3 Stirrups @ 6 in O.C. .... • • •• •••• • • • •• • •••• • • • •• • •••••• • • • •• • • • •• •••• • • • •• •• •• • • . • • • •• • • • • 2-#gBarS. • •• • • ••• • • •• . • ••• • • • • • •• Beam Designation Beam Size Project: Ukazim Residence Date: 6/4/15 Page a CONCRETE BEAM DESIGN RB -1 Existing Beam RB -1 8" x 12" Dead Load (#/ft) 800 Live Load (#/ft) 825 Wind Load (#/ft) 0 0 Win = 1.2 (DL) + 1.6 (LL) Wu2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) Wu3 = 1.2 (DL) + 1.0 (WL) + 0.5 (LL) Wu4 = 0.9 (DL) + 1.0 (WL) Span (ft) 13.5 ft Mu=WuL2/8 51941.3 ft-# Beam Width Effective Depth Coefficient of Resistance Reinforcement Ratio Steel Area 8 in. 9.5 in. 2280 #/ft 2280 #/ft 1372.5 #/ft 720 #/ft Mu / 4)bd2 0.9592 p 0.0193 •• •••• • • • •• • •••• • • • •• • • •••••• • • • • • • ••••• • • •• • • •• •• •••• • •• ••• • • • • • . • • • • •. • • • • • pbd 1.4668 in.2 2-nBa:S. Vu = Wu L / 2 15390 # Design Shear @ 'd' from support 13585 # (PVc _ 432(f',1/2) bd ciVc/ 2 VS = (Vu - 14)1Vc) / 4) s1= Mid /VS s2=d/2 6244.04 # 3122.02 # 9788.0 # 12.8 in. 4.75 in. 13585 > 3122.0 Stirrups Required #3 Stirrups @ 4 in O.C. • • ••• • •• ••• • • Project: Ukazim Residence Date: 6/10/15 Page 7 CONCRETE BEAM DESIGN Beam Designation RB -2 Existing Beam RB -2 Beam Size 8" x 16" Dead Load (#/ft) 400 Live Load (#/ft) 240 Wind Load (#/ft) 240 -600 Wu1 = 1.2 (DL) + 1.6 (LL) Wu2 = 1.2 (DL) + 1.6 (LL) + 0.5 (WL) Wu3 = 1.2 (DL) + 1.0 (WL) + 0.5 (LL) Wu4 = 0.9 (DL) + 1.0 (WL) Span (ft) 17.5 ft Mu=WuL2/8 37668.8ft-# Beam Width Effective Depth Coefficient of Resistance Reinforcement Ratio Steel Area 8 in. 14.5 in. 864 #/ft 984 #/ft 840.0 #/ft -240 #/ft Mu / (13bd2 0.2986 p 0.0053 pbd 0.6148 in.2 Vu=WuL/2 8610# Design Shear @ 'd' from support 7421 # 43Vc = 4)2(f'c1/2) bd 9530.37 # (I)Vc / 2 4765.19 # 7421 > 4765.2 Stirrups Required Vs = (Vu - (1)Vc) / s1=A„ffd/VS s2=d/2 N/A # N/A in. 7.25 in. #3 Stirrups @ 7 in O.C. • . • .. .. • . • • •••• • • .. . • • • . • • 2-#5 BarS. .. • ... • • • •••• •••• • .• .. • • .. • .. • • .. •••• • .. .. • • . • ••• • .. • I + I i I 1 1 I i ! __ ! • I a- �( , I• I 1 I I I 41 i L_ r 1 F1 I 3 i I` --i- r --r- 1 - I - — --- ! 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Iet-i _ .17-- 4:;,..es is. 1 1_ t { I s i { -7- -. - -I- _1 _I ___ca.d .• 13 13L ' ?S i5 1() = -_ '- r I --0 -:: -6-.--,b-a-f-- -_-_. - _ 1 r1 t 1 �o z3 5). _L.__L 47.1zt6t - 7 ` S;S ik% + -4 _. __ ,_; I g -_ i __t -745 #5i i ‘40 k J ; _I /1••••r I L �1 • I • I • • 9) Z S1172J4 •' ' I T t • [ • •_s• • oloi • t6.2C1-X‘ -1C4--)- -I 4 I:7)- s•• / f tr I DCPA . �_' - � r_ - ,- • - , 2 l i -{?gin ; r 1,rri�(l •C •,••' • { • ••• 1 1 • ,•••�• - t I ( I i r ' ‘164.1-1 I.G L { _ � ---lochs DL ZS _tps� 14)-- 3' I 4- I I I Ii 1 j - t I - CZE ._ z cs `t6. _ .&6°` 1h M 1= 1 • r ; �S� Uzi xlc� t_(6)1- - - ,_ I 21)( 1 � 1 t i{ " 1 ___- I i __III _t_ 1 , ..,__ ,_ 1 __ 1 I I i. r i - ' 1 t 1 4- t F j , -1 ____i_____,___,-_. __1___ _1- _ --1-- - -,-- - - 441'9- I T 1- [ 1- 1 -1 -4 ;- f 1G- Ito -a.- 1--- --� -- � ! �.. _ �- L_- I _! ______4. _, .L.____ _ i _ J -_.._ ,_ - 1-T .j -►n lie i z' i T1T37 - - i --r _ _moi_ t- -Hi -4!-f- I 1sJC a,a -r lir! ____gkea +11_,. (V,__ _:1- ___t_T-Z(7714(7' I _ :...4. __III__IS:b iit-s, X0147. 1 --i!1 -4 -1 � /� i L h� 4 I T GCS" �jj I i 1 l 7 707 ) _i. __i_f 40 -- -�---t--- -I_._ g1�, as�� - �3 ; _ -_ E1 1 i T --*- - . ----4- -t- - -----r J -r- 141 --- W l®K 12 -- ft. - - - - . ,_ 1 ti,ur /mor- r ._ -1 , •••• •c _ ` t I 1 •i • I• • (, . :- -1 /5c, -= Z5: ,r 1 4- 17) -30f) I' ! 1j T • -- [ -1--1 I • !•'• • - T 1 T - -1 -4- L. --- - .- - 1 T --4--'- • I • 46 11,4 - IS 1_0, C(1&)/- (16 : to .--4.. !-- t ' i<<6C1� .+--- ----[.._.1___.i- F - _i__ _ _ --- ---- - _I._._� ._ 5-6 - LS, ¢ �-.....! :----t-- ----=-____--- 1 i i.1__ __ -7-- - - -------- T.- 1 14(t ) ,_ , _, _t_ __..__. .. _ 1 i ! - GC ='- -� , -� { '1IXC06i ' i - ,"'-- ---- 4--- 1. 4 -j- r i 11; i 4 Iota K 1 �- 1 1- Project: Ukazim Residence Date: 6/23/15 Page 11 STEEL COLUMN DESIGN Column Designation 3.5" Sq. Interior Column Column Size HSS 3.5x3.5x5/16 Dead Load (#) 11500 Live Load, L (#) 0 Live Load, L, (#) 12000 Wind Load (#) 0 P = DL + 0.75 [L + Lr+ (0.6W)] P=DL+L P=DL+Lr P = DL + 0.6 (W) L (ft) r (in) KL/r Area (in2) d (in) 3.5 12.00 ft 1.28 in Buckling Stress Fe Flexural Stress Fcr 20500 # 11500 # 23500 # 11500 # 112.50 < 4.71(E/Fy)1/2 118.26 3.73 in2 22.61 in. 19.6 in. Nominal Compressive Strength Pn = F, Ag 73.24 K Compressive Strength P = P"/1.67 43.85 K Actual Load 23500 # < P OK Base Plate B (in) 9.5 N (in) 9.5 fp=P/(BxN) m = (N - 0.95d) / 2 tp = m (fp/0.25Fy)112) k 260.39 psi 3.09 0.53 in Base Plate 3/4"x9 1/2"x9 1/2" .... . . . .... . . . . .. . .... . . . . • .. . . i . . . • .... • .. . • ...• . . • •• ..• ....• • . . •.. • • . • • • • ..• . ... • • • •. • .. -I I 1 I I T .., .C.7...( lije/lt-Ce., • i 1 1 i ' 7) CS 1 I I I 1 i e .1. -- 1 ! I 1 ' 7 - , , , , G ti)tif UZI- al- i )( v , 1 1 1 I 1 ! i 1 L P__,- - 1 -1 T 1 ---1 1 1 1 --'• --/e. I 4 ; : ---r-;I01'1i5)- ! i - I i __.±. I ; . — ... 1,0-‘ta 1 , 1 ,, .._ si.- , 1 7- ti.66 _I 1 , isoc? , , H ..J 1 , . ---1----c-- j --i _-1 1 , I . 1 r iti -I-- I ••••i • 4 -- --- --i- 1 1 _____1 r- 1 ._ -t---', •I j • I i 1 • "• : • v•••, ••C,, ••• 1 1 -- • z .---I1 1- ••• • _4_44. _7r- • • I ---1---- --- --7c1I 1 /Ael-4Z0 1 - •.4 •411-"-•••-4i• ••_ • -_4T_1 6T1. k _ tO.,f1(0 -g- 5-1_ . ••••L ._••_ __•ti sr ! i St.ell/P 4 i--•••:1:•••1 1 5 • _•••••1 • 4 i I 1 40 i"-- i r (56:0 ---7.1--L -7&f-1 '4- ---i • *L.,* • • M I . 1 • 1 • • ! • 1 • : . •o i 1 i'L, - .- - -'-- - .,- - - - - --- F -1 , ; 1 _., .1..._ 1 4 . , 1 .1• 41,.._, 0.4._ • ..1._. • ! • •,• • 1. 1 • i 1 r .11 1 i , ,,, 1 I _ 0 1 1 • i. • i. , I -IA -----t.- 1 - - -----1- - r- - ------r- -1-- --:-. -i;'- -I-----1----- -- a00(e7 I 1 I , --4 IT ., _„... I 1 i di(•S1--- i i - , 1 1._ -7-- -t I I .-- f i -.-1 , i 1 1 I 1 1 1 i i [ 1 F ,- -,- I T 1 I i ! t I --1 - 1 TA ! i L 1- 1 , 1 1 1 11 'l --' 1 17 i----- 1 4_ --.1 T- --------1--1--- 'T i___ I. -_, 1 I i , 1 f _______ I _ 1 1 , t --I 1 ---1 r I I -! -ii- : 1 • ; i 4I1 1 11 iII 1 , I i - 1 i I Masonry Pier Design Pier Location: New Wall Between Doors Pier Width 57" 57 in. Effective Depth 3.81" 3.81 in. fm 1500 psi Tributary Width 10.75 ft Span 12.0 ft Tributary Area 129 ft2 Wind Pressure -37.6 psf Load -404.2 #/ft M = W L2 / 8 -7275.6 ft-# Pier Reinforcing 4-#5 bars As 1.24 in.2 n=Es/Err, 20 p = As / bd 0.00571 np 0.1142 k = [(np)2 + 2np]1/2 - np 0.3772 j=1 -k/3 0.8743 2 / k j 6.0653 fm = M / bd2 (2 / kj) Fm= 1.33f'm/3 f5=M/A5jd Fs = 0.4 fy 640.00 psi 665.0 psi 21137.5 psi 24000 psi Project: Ukazim Residence Date: 6/23/15 Page 13 . . . . .. . ...• . . . . . . .. • . . • . .... .. . • . . . . • . . .... . • .. . . . . . . . ..• .. .. . . • . .. • • • ..• • ••• • • • •• ..• 665.0 > 640.00 OK 24000 > 21137.5 OK I i I -1 -- i " i -, 13 CS -� ----4 ! i ; 1 ,J%ur I I I .-zi g7.0 5c t ---494.-"C1(51. ,S i P` - 2 I co 3 _�_ 2)1- r oubect: -----7, II JJ C � =4j I 1 SSG ( - - X311 1 i I 1 t I— low )L --i- - a 2217 I-- �__�--- i 1 — _ k _ I - - ! j T - tis = Ie, -- --_i 1-- 2- r r OD* —I— , i6)ir,.S;S) - - dr S I SII ! I t i Ir • �•••• _•• I •• - • • I H I • 1 •• b 1 • ) •. J • • • JF 1 1 i ! ; •••••• ••••1 1 • I •• • r '• • T ,- ••I ••l • .i • •• • • •, •• •.-• • • •1 ! j I { L ii i — 1 + i i —r •••••• • • .-1 •••• r • •••••• • • - .-- --- -- -----'--- r • •--- 1 1 -11� � I - , I I I 1 ttt 1 i ___i______- i - 1 I i --, j I 7 I ! 1 r---) 1 1 I_ 1 -{— -.1 --- -_I ;- —1 I 1 _-- i ,-- ----I I I 1 1 I I -L---t t I -* 1 1 T I i- j 1 - , - I I + 4- 11 tIH-r-- • , 1 5' 6e -A6 ns 5 e°4 66)1 4415 th 161 2-) ---- z3sox r _L Lrj 1 • • • • • • • • • • 0 • • • • • • • • • • • • • • • 0_01_ • • • O el • • • _51_1 1 Z —r 77g 23;c> t11 #• • • • • -- •--I-- WO 111-•-•-• • • • •• • • • • • • • • • • _f •••• • •• •4.,•• 6 • • • • ,• • • • • • • • • of_ • • • • I • • • • Wili fir— * 1 jr • ,...; • • • • •-•-T- • • • • •-• • • • • • •__J • 1 i • • ,• -1 • • • -I- 1 1- 1 T, r i -r--- -r --1-- (.•)2-- S5i 7-44 —.,- -I- 4'41 a • 2,) — 2 — 4F .7- 1;61 -I • ../ - = 415#1 --t T Ir. I _1_ • F - 1 -1 1- -1- c I • • i 1 I i . 1, . SIM200802 Used for Florida State Wide Product Approval # FL11473 Products on this Report which are approved: Product FL# DETAL20 11473.1 FGTR 11473.2 FGTRE 11473.2 FGTRHL 11473.2 FGTRHR 11473.2 H ETA 12 11473.3 HETA16 11473.3 H ETA20 11473.3 HETA24 11473.4 H ETA40 11473.4 HETAL12 11473.5 HETAL16 11473.5 H ETAL20 11473.5 HGAM10 11473.6 HGUM5.25 11473.7 HGUM5.50 11473.7 HGUM7.00 11473.8 HGUM7.25 11473.8 HGUM9.00 11473.8 H H ETA12 11473.9 HHETA16 11473.9 H H ETA20 11473.9 H H ETA24 11473.10 H H ETA40 11473.10 HM9 11473.6 HTSM16 11473.11 HTSM20 11473.11 Product FL# LGUM210-2-SDS 11473.12 LGUM210-3-SDS 11473.13 LGUM210-4-SDS 11473.14 LGUM26-2-SDS 11473.12 LGUM26-3-SDS 11473.13 LGUM26-4-SDS 11473.14 LGUM28-2-SDS 11473.12 LGUM28-3-SDS 11473.13 LGUM28-4-SDS 11473.14 LGUM410-SDS 11473.15 LGUM46-SDS 11473.15 LGUM48-SDS 11473.15 LTA1 11473.16 .... META 12 11473.17 . • ... • META14 11473.17 • ..• : .... • .• • META16 11473.17 •• . META18 11473.17 • META20 11473.18 •••••• •• • .... META22 11473.18 . ..•••• • • META24 11473.18..•..• •..• ; M ETA40 11473.18 • • • • MSTAM24 11473.19 • • •• MSTAM36 11473.19 : • •. • • MSTCM40 11473.19 • ••• •• • •• MSTCM60 11473.19 MTSM16 11473.2 MTSM20 11473.2 SIMPSON SIMPSON STRONG -TIE COMPANY, INC • t• -n Florida Building Code. R101.2.1 R4407 R4408 R4409 Residential 2007 Edition Scope HVHZ Masonry HVHZ Steel HVHZ Wood Pic 17 11. ALLOWABLE LOADS: The tables that follow reference the allowable loads for the aforementioned products. TABLE 1 ALLOWABLE LOADS AND FASTENERS FOR TRUSS TO MASONRY OR CONCRETE WALL CONNECTORS Model Ga L(gn.)h th Fasteners Allowable Uplift Loads (160) Truss/Rafter CMU (Titer) Concrete (Then) Southem Pine/Douglas Fir- Larch Spruce -Pine -Fir MTSM16 16 16 7-10d 4-%x2% 4-%x1'/4 875 755 MTSM20 16 20 7-10d 4-%x2% 4-%x1% 875 755 HTSM16 14 16 8-10d 4-%x2% 4-%x13/4 1175 1010 HTSM20 14 20 10-10d 4-%x2% 4-%x1% 1175 1010 HM9` 18 - 4-SDS%X1'/2 5-%x2% 5-%x13/ 805 690 HGAM103.b 14 - 4-SDS'/4X1'/2 4-1/4x2% 4-%x2% 850 850 Notes: 1. Loads include a 60% load duration increase on the fastener capacity for wind loading where allowed by the Florida Building Code. Loads do not include a stress increase on the strength of the steel. No further increases are permitted. Reduce Toads where other loads govem. 2. HM9 allowable F1 load shall be 635 lbs (DFUSYP) & 545 lbs (SFP), and allowable F2 load shall be 200 lbs (DFLAl(P,) & 170 lbs (SPF). • • 3. HGAM10 allowable F1 load shall be 1005 lbs (DFUSYP) & 870 lbs (SFP), and allowable F2 load shali4e 1105 Itis (DFUSYP) & 950 lbs (SPF). •• ••"' • 4. Allowable loads for the HGAM10 are for one connector. A minimum rafter thickness of 2'/:" musatreKssed when framin•g anchors are installed on each side of the joist or truss. • Moisture barrier not shown Figure 1 Typical MTSMM/HTSM Application Page 7 of 13 Figure 2 Typical HM9 Installation •••• • • •••• •• • • • • • • • Figure 3 Typical HGAM10 Installation Simpson Strong -Tie • •• • • • • • TABLE 2 ALLOWABLE LOADS AND FASTENERS Model No. Ga H Uplift Lateral Loads 1 Ply So. Pine Truss 2 or 3 Ply So. Pine Truss F1 (web(b "10 F2 (psrpen. b 1Man Fasteners Load Fasteners Load META12 18 8 7-10dx1% 1450 6-16d 1450 340 725 META14 10 7-10dx1% 1450 6-16d 1450 340 725 META16 12 7-10dx1% 1450 6-16d 1450 340 725 META18 14 7-10dx1% 1450 6-16d 1450 340 725 META20 16 6-10dx1Y 1270 5-16d 1245 340 725 7-10dx1% 1450 6-16d 1450 340 725 META22 18 7-10dx1'% 1450 6-16d 1450 340 725 META24 20 7-10dx1% 1450 6-16d 1450 340 725 META40 36 7-10dx1% 1450 6-16d 1450 340 725 HETA12 16 8 7-10dx134 1520 7-16d 1780 340 725 HETA16 12 9-10dx1% 1810 8-16d 1810 340 725 HETA20 16 8-10dx1'% 1735 7-16d 1780 340 725 9-10dx1'% 1810 8-16d 1810 340 725 HETA24 20 9-10dx1% 1810 8-16d 1810 340 725 HETA40 36 9-10dx1'% 1810 8-16d 1810 340 725 HHETA12 14 8 7-10dx1'% 1565 7-16d 1820 3406 815 HHETA16 12 10-10dx1'% 2235 9-16d 2235 3406 815 HHETA20 16 9-10dx1% 2010 8-16d 2080 3406 815 10-10dx1'% 2235 9-16d 2235 3406 815 HHETA24 20 10-10dx1% 2235 9-16d 2235 3406 815 HHETA40 36 10-10dx1'% 2235 9-16d 2235 3406 •$ •HETAL12 • 1f 16 7 10-10dx1'/2 1085 10-16d 1270 415 • • • f l40 HETAL16 11 14-10dx1'/2 1810 13-16d 1810 415 •••;1400 HETAL20 15 14-10dx1'% 1810 13-16d 1810 415 •6 •11(10 LTA1 18 31/6 12-10dx1'/2 1420 12-10dx1% 1420 485_ 1425 •• •• •••• • • •••• •••• • • • • • • • • • •• • • • • • •• •••• • • • •• • • • • Notes: • 1. Loads include a 60% Toad duration increase on the fastener capacity in wood for wind loaading were allowed `• by the Florida Building Code. Loads do not include a stress increase on the strength ofthe stedt. No Mr.: • increases are permitted. Reduce loads where other loads govem. • • • • 2. Five nails must be installed into the truss seat of the HETAL • • • ` • • • • • • • 3. Parallel -to -plate load towards face of HETAL is 1975 lbs. • • • • 4. Minimum Pc is 2,000psi 5. It is acceptable to use a reduced number of fasteners in a product provided that there is a reduction in load capacity. The load per nail can be approximated by dividing the allowable load by the number of fasteners. This concept applies to all member sizes. There should be a minimum of 4 nails installed in the strap. Lateral loads do not apply when fewer than 7 fasteners are used with the HETA and HHETA anchors or less than 6- 16d or 7-10dx1'/=" fasteners are used with the META anchor. 6. The HHETA allowable F1 load can be increased to 435 pounds if the strap is wrapped over the truss and a minimum of 12 nails are installed. Typical META Installed with TSS Figure 4 Pa META/HETA/HHETA Typical Installation a Figure 5 LTA1 Typical Installation Simpson Strong -Tie •f. ESR -2549 Used for Florida State Wide Product Approval # FL 10655 Products on this Report which are approved: Product FL# Product FL# HHUS210-2 10655.1 HU36 HHUS26-2 10655.2 HU38 HHUS28-2 10655.3 HU410 HHUS410 10655.4 HU412 HHUS46 10655.5 HU414 HHUS48 10655.6 HU416 HSUL210-2 10655.7 HU44 HSUL214-2 10655.8 HU46 HSUL26-2 10655.9 HU48 HSUL410 10655.10 HU610 HSUL414 10655.11 HU612 HSUL46 10655.12 HU614 HSUR210-2 10655.13 HU616 HSUR214-2 10655.14 HU66 HSUR26-2 10655.15 HU68 HSUR410 10655.16 HUC210-2 HSUR414 10655.17 HUC210-3 HSUR46 10655.18 HUC212-2 HU210 10655.19 HUC212-3 HU210-2 10655.20 HUC214-2 HU210-3 10655.21 HUC214-3 HU212 10655.22 HUC216-2 HU212-2 10655.23 HUC216-3 HU212-3 10655.24 HUC24-2 HU214 10655.25 HUC26-2 HU214-2 10655.26 HUC28-2 HU214-3 10655.27 HUC310 HU216-3 10655.29 HUC310-2 HU24-2 10655.30 HUC312 HU26 10655.31 HUC312-2 HU26-2 10655.32 HUC314 HU28 10655.33 HUC314-2 HU28-2 10655.34 HUC316 HU310 10655.35 HUC34 HU310-2 10655.36 HUC36 HU312-2 10655.37 HUC38 HU314 10655.38 HUC410 HU314-2 10655.39 HUC412 HU316 10655.40 HUC414 HU34 10655.41 HUC416 10655.42 10655.43 10655.44 10655.45 10655.46 10655.47 10655.48 10655.49 10655.50 10655.51 10655.52 10655.53 10655.54 10655.55 10655.56 10655.57 10655.58 10655.59 10655.60 10655.61 10655.62 10655.63 10655.64 10655.65 10655.66 10655.67 10655.68 10655.69 10655.70 10655.71 10655.72 10655.73 10655.74 10655.75 10655.76 10655.77 10655.78 10655.79 10655.80 10655.81 Paye lc( SIMPSON Strong -Tie O SIMPSON STRONG -TIE COMPANY, INC Product FL# Product FL# HUC44 10655.82 SUL210 HUC46 10655.83 SUL210-2 HUC48 10655.84 SUL214 HUC610 10655.85 SUL24 HUC612 10655.86 SUL26 HUC614 10655.87 SUL26-2 HUC616 10655.88 SUL414 HUC66 10655.89 SUR210 HUC68 10655.90 SUR210-2 HUS210 10655.91 SUR214 HUS210-2 10655.92 SUR24 HUS212-2 10655.93 SUR26 HUS26 10655.94 SUR26-2 HUS26-2 10655.95 SUR414 HUS28 10655.96 U210 HUS28-2 10655.97 U210-2 HUS410 10655.98 U210-3•••• HUS412 10655.99 • • U210131••••• HUS46 10655.100•.• 11214 •.•. HUS48 10655.101 • 4J24 • •• • LU210 10655.102 U24-2 ' LU24 10655.103.6 U24R:•• •• LU26 10655.104 ••••1126 ••�•• LU28 10655.105•.'. • U26-2• • •' : LUS210 10655.106 �J26R • LUS210-2 10655.107• U310 • • LUS214-2 10655.108: • • 1J314' LUS24 10655.109 1134 . • : •. . LUS24-2 10655.110 U36 LUS26 LUS26-2 LUS28 LUS28-2 LUS410 LUS414 LUS44 LUS46 LUS48 MUS26 MUS28 10655.111 10655.112 10655.113 10655.114 10655.115 10655.116 10655.117 10655.118 10655.119 10655.120 10655.121 U410 U41OR U414 U44 U44R U46 U46R U610 U61 OR U66 U66R 10655.122 10655.123 10655.124 10655.125 10655.126 10655.127 10655.128 10655.129 10655.130 10655.131 10655.132 10655.133 10655.134 10655.135 10655.136 10655.137 10655.138 106E5.1y§q. 10655.140 1065%441• 106W,14?: 10655.143' 1065' 1 UU. 1o65,5,345. 10655.14g 10655.440 1064F1j4S: 10665.149' 10655.150 10655.151 10655.152 10655.153 10655.154 10655.155 10655.156 10655.157 10655.158 10655.159 10655.160 10655.161 w .•.., Page 8 of 10 Pc2o ESR -2549 TABLE 5 -ALLOWABLE LOADS FOR THE MUS SERIES HANGERS MODEL NO.W DIMENSIONS' (inches) COMMON NAILS` (QuantIty-Type) ALLOWABLE LOADS'" (lbs) ALLOWABLE•LV 83•4 • 6 Ill (lbs) • • • • • • • • • H B Header Joists Uplift6 Download Co = 1.33 or =1.6 Co=1.0 Co=1.15 Co=1.25 MUS26 19/16 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 19/16 63/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 1. Refer to Figure 5 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable Toads must be selected based on duration of load as permitted by the applicable building code. 4. When MUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. 11r' irr. FIGURE 5 -MUS HANGER (see Table 5) FIGURE 6 -HUS SERIES HANGER (see TaWS §1 • • • •••• • •• • •• • •••• • • •• ••• GERS • • • MODEL NO. DIMENSIONS' (Inches) COMMON NAILS' (Quantity -Type) ALLOWABLE•LV 83•4 • 6 Ill (lbs) • • • • • • • • • W H B Header Joists Uplift6 • • download • • • • • Co = 1.33 or =1.6 • • Co=1.0 • • • • • co=1.15 • • • CD%1.25 • • HUS26 15/8 53/8 3 14-16d 6-16d 1,550 2,565 : • :,950 • •3,205 • HUS28 15/8 7'/16 3 22-16d 8-16d 2,000 3,585 • • 3,700 : • • • •3'775 • HUS210 15/8 91/16 3 30-16d 10-16d 2,845 3,775 .... ':,920 • • •4 020 i HUS46 39/16 45/16 2 4-16d 4-16d 1,080 1,005 1,115 •••• 1•'255 HUS48 39/16 615/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS410 39/16 815/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS412 39/16 103/4 2 10-16d 10-16d 2,700 2,510 2,885 3,140 HUS26-2 31/6 53/16 2 4-16d 4-16d 1,080 1,005 1,115 1,255 HUS28-2 31/6 73/16 2 6-16d 6-16d 1,550 1,505 1,730 1,885 HUS210-2 31/8 93/16 2 8-16d 8-16d 2,160 2,010 2,310 2,510 HUS212-2 31/8 11 2 10-16d 10-16d 2,560 2,510 2,885 3,140 For SI: 1 inch = 25.4 mm 1 pound = 4.45 N. 1. Refer to Figure 6 (this page) for definitions of hanger nomenclature (W, H, B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3. Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4. Where HUS series hangers support solid -sawn joists, they provide torsional resistance, which is defined as a moment of not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 inch (3.2 mm). 5. Joist nails must be driven at a 45 degree angle through the joist into the header/beam (double shear nailing) to achieve the tabulated loads. 6. Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other Toad durations govem. • • •••• • • •••• • • • • • Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 nspection Number: INSP-258647 Permit Number: RC -6-15-1588 Inspection Date: May 11, 2016 Inspector: Dacquisto, David Owner: UKAZIM, UCHENNA Job Address: 960 NE 97 Street Miami Shores, FL 33138 - Project: <NONE> Contractor: M2 DEVELOPMENT GROUP Permit Type: Residential Construction Inspection Type: Survey Final Work Classification: Addition/Alteration Phone Number (561)901-3471 Parcel Number 1132060143160 Phone: (954)822-3590 Building Department Comments INTERIOR REMODELING AS PER PLANS AND REAR ENCLOSURE Infractio Passed Comments INSPECTOR COMMENTS False /1/7, PassedV1 i � Inspector Comments Failed Correction Needed Re -Inspection Fee No Additional Inspections can be scheduled re -inspection fee is paid. until May 11,2016 For Inspections please call: (305)762-4949 Page 1 of 1 �,,� 44b1110 PERMIT # PCIS---- Zfr / Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CERTIFICATE OF OCCUPANCY/COMPLETION CHECK LIST ❑ )uilding permit card. Surveys (2 copies) Final as built - Required Items: Elevations of buildings showing all intended setbacks from property lines and other existing structures. Ingress+ Egress, required parking spaces, Wheel stops, stripping, and all paving to exterior. ❑ Certificate of Elevation — (Sealed by surveyor). Expiration date required on the form. ❑ Certificate of Insulation. ❑ Certificate of Soil Treatment (Final treatment -original)\ CHAPTER 2913-5 TERMITE PROTECTION: "This Building has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with the rules and law as established by the Florida Department of Agriculture and Consumer Services." ❑ Health Department Approval Letter (On septic or private water). Note: If the house is on septic tank, approval letter is required from Health Dpt. ❑ Soil Compaction Letter (Density report is required) ❑ Final certification letter from the Engineer/Architect (on masonry, trusses, special structure, etc) ❑ Backflow preventor certificate (Required on commercial projects only) ❑ Declaration of use. (Recorded in Miami -Dade Clerk of Courts) PLEASE NOTE THAT THE SAME ITEMS ARE REQUIRED FOR TEMPORARY CO • Emergency CO (Without 24 Hrs Processing) Additional fee is $80.00. • Temporary CO (Up to 90 days max) $75.00. • Residential CO $150.00 • Residential CC $50.00 • Commercial CO and CC $200.00 Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department 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: • • ••• • • • ••• •• •• • • • •• •• • • • • ••�+��! • • 0 • • ••�• • • •al. ! • • • • QILO) • ••P • •••• •• • • • ....ire •• • • • •• • • • • • •• ••••Tai• IP • • •• • • •• • • • • • • • DESIGN CONSULTANTS •• • • • r• ••• •• • • • • • • • • • •• • • • • • ••• •• April 20, 2016 Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores Village, FL 33138 RE: Ukazim Residence 960 NE 97th Street Miami Shores Village, FL Permit Number: RC15-1588 Building Official: I have performed special inspections for the building shell renovations at the above referenced project site. The inspections included new footings; reinforced masonry, steel erection and welded connections, and truss erection and strapping. Based on the observations of the inspections performed, I hereby attest to the best of my knowledge, belief and professional judgment that the work performed is in substantial compliance with the intent of the Florida Building Code and the approved permitted plans. Please contact this office should you have any questions, or require additional information. Sincerely, David B. Roger Licensed Engineer #54981 State of Florida 17100 COLLINS AVE. SUITE 220 SUNNY ISLES BEACH, FLORIDA 33160 T: 1.305.940.0555 F: 1.866.295.3579 WWW.TRIO-DES IG N. NET U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY National Flood Insurance Program Important: Read the instructions on pages 1-9. ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name UCHENNA UKAZIM Policy Number: A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. 960 NE 971." STREET, MIAMI SHORES Company NAIC Number: City MIAMI State FL ZIP Code 33138 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) * MDCR LOT 3 & 4, BLOCK 77, OF MIAMI SHORES SEC 3, PB 10-37 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. N25.° Long. W80.° Horizontal Datum: A6. Attach at least 2 photographs of the building if the Certificate is being used A7. Building Diagram Number 8 & 1-B A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 1600 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 10 c) Total net area of flood openings in A8.b 1224 sq in d) Engineered flood openings? 0 Yes ® No RESIDENTIAL 0 NAD 1927 ® NAD 1983 to obtain flood insurance. A9. For a building with an attached garage: a) Square footage of attached garage 466 sq ft b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 1 c) Total net area of flood openings in A9.b 386 sq in d) Engineered flood openings? 0 Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number MIAMI SHORES 120652 B2. County Name MIAMI-DADE B3. State FLORIDA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 12086C0306 L 09/11/09 Effective/Revised Date Zone(s) AO, use base flood depth) 09/11/09 X N/A B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM 0 Community Determined 0 Other/Source: 811. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 0 Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? Designation Date: N/A 0 CBRS 0 OPA ❑ Yes ® No SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: 0 Construction Drawings* 0 Building Under Construction* ® Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones A1 -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: *MDCR Vertical Datum: NGVD-1929 Indicate elevation datum used for the elevations in items a) through h) below. El NGVD 1929 0 NAVD 1988 0 Other/Source: Datum used for building elevations must be the same as that used for the BFE. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) g) Highest adjacent (finished) grade next to building (HAG) h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support 12.0 N/A. N/A. **10.15 9.9 11.4 N/A. Check the measurement used. feet 0 meters ® feet 0 meters ® feet 0 meters ® feet 0 meters ® feet 0 meters ® feet ® feet ® feet ❑ meters ❑ meters ❑ meters SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. / certify that the information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a 0 Check here if attachments. licensed land surveyor? ® Yes 0 No CA Certifier's Name NICOLAS DEL VENTO License Number 6945 Title SURVEYOR Company Name SURVEY PROS, INC. Address 830 MILLS DRyVE,48 City MIAMI State FL ZIP Code 33183 Signatu/e / Date 05/04/16 Telephone 305-767-6802 FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions. ELEVATION CERTIFICATE, page 2 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. 960 NE 97TH STREET Policy Number: City MIAMI SHORES State FL ZIP Code 33138 Company NAIC Number: SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments GPS COORDINATES OBTAINED USING GPS DEVICE *MIAMI-DADE COUNTY RECORDS ** POOL PUMP A/C PAD ELEVATION = 10.67, LOCATED ON THE EAST SIDE OF THE HOUSE HIGHEST CROWN OF ROAD ELEVATION = 10.15 Signature ,/ Date 05/04/16 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 LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is 0 feet 0 meters 0 above or 0 below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is 0 feet 0 meters 0 above or 0 below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is 0 feet 0 meters 0 above or 0 below the HAG. E3. Attached garage (top of slab) is 0 feet 0 meters 0 above or 0 below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is 0 feet 0 meters 0 above or 0 below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? 0 Yes 0 No 0 Unknown. The local official must certify this information in Section G. 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's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments 0 Check here if attachments. 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. 0 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. 0 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. 0 The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Per nit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: 0 New Construction 0 Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: G9. BFE or (in Zone AO) depth of flooding at the building site: G10. Community's design flood elevation: ❑ feet 0 meters Datum ❑ feet 0 meters Datum ❑ feet 0 meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments 0 Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. • • .• MAP OF I • ••• • • • I_ _1 1 tisISTro A itx7 s iwi Y • • • •• ..E:9'77 I •I...r�. SrrT 5 , ••• ••• •••75• R/W NORTH SCALE: 1"=20' +►r'.118ARRHALTPAVEMENT=P. '' FIP 4" NO CAP FI R NO CAP 0.10' O O L() 0.13' O LOT5 BLOCK 77 0 m ❑ O z ON PL. TRUNK TREE = 4' ON PL. O O (J) 03 0.09' m \o m LOT 2 BLOCK 77 LEGEND ABBREVIATIONS: A = ARC DISTANCE AC = AIR CONDITIONER PAD BCR = BROWARD COUNTY RECORDS BLDG = BUILDING BM = BENCH MARK BOB = BASIS OF BEARINGS CBS = CONCRETE BLOCK & STUCCO (C) = CALCULATED C&G = CURB & GUTTER CLF = CHAIN LINK FENCE COL = COLUMN D.E. = DRAINAGE EASEMENT D.M.E. = DRAINAGE & MAINTENANCE EASEMENT 0/W = DRIVEWAY E8 = ELECTRIC BOX ENC. = ENCROACHMENT EP = EDGE OF PAVEMENT EW = EDGE OF WATER FDH = FOUND DRILL HOLE FF = FINISHED FLOOR ELEVATION FIP = FOUND IRON PIPE (NO ID) FIR = FOUND IRON ROD (NO ID) FN = FOUND NAIL (NO It)) FPL = FLORIDA POWER & LIGHT TRANSFORMER PAD L.E. = LANDSCAPE EASEMENT L.M.E. = LAKE MAINTENANCE EASEMENT (M) = MEASURED MDCR = MIAMI-DADE COUNTY RECORDS MH = MAN HOLE ML = MONUMENT LINE (P) = PLAT P8 = PLAT BOOK PC = POINT OF CURVATURE PCP = PERMANENT CONTROL POINT PE = POOL EQUIPMENT PAD PG = PAGE PI = POINT OF INTERSECTION PL = PLANTER POB = POINT OF BEGINNING POC = POINT OF COMMENCEMENT PRC = POINT OF REVERSE CURVATURE PRM = PERMANENT REFERENCE MONUMENT PT = POINT OF TANGENCY R = RADIUS DISTANCE (R) = RECORD R/W = RIGHT-OF-WAY RES = RESIDENCE SIP = SIP LB#8023 SND = SET NAIL & DISK LB#8023 STL = SURVEY TIE LINE SWK = SIDEWALK (TYP) = TYPICAL UB = UTIUTY BOX U.E. = UTILITY EASEMENT W/F = WOOD FENCE CERTIFICATE OF AUTHOWATION 1 LB 8023 Survey Pros, Inc. 8306 MILLS DRIVE SUITE 148, MIAMI, FL. 33183 Tel: 305.767.6802 www.sllrveey-pros.com LOCATION MAP: NOT TO SCALE PROPERTY ADDRESS: 960 NE 97TH STREET, MIAMI, FL 33138 LEGAL DESCRIPTION: LOT 3 & 4, BLOCK 77, MIAMI SHORES SECTION THREE, ACCORDING TO THE PLAT THEREOF, RECORDED IN PLAT BOOK 10, AT PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. FLOOD ZONE INFORMATION: BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY REVISED ON 09/11/09 ANO INDEX MAP REVISED ON 09/11/09 THE GRAPHICALLY DEPICTED BUILDINGS) SHOWN ON THIS MAP OF SURVEY IS WITHIN ZONE x. BASE FLOOD ELEVATION N/A, COMMUNITY NAME & NUMBER MIAMI SHORES 120652 MAP & PANEL NUMBER 12086C0306 SUFFIX L SYMBOLS: ❑T = TELEPHONE RISER = CABLE TV RISER = WATER METER X 0.00 (00') A vA1 N = ELEVATION = ORIGINAL LOT DISTANCE = CENTRAL ANGLE = CENTER LINE = WATER VALVE = CURB INLET = FIRE HYDRANT = LIGHT POLE = CATCH BASIN c1D, = UTILITY POLE OD = DRAINAGE MANHOLE Q = SEWER MANHOLE - IRON FENCE - WOOD FENCE = CHAIN LINK FENCE = OVERHEAD UTILITY WIRE 4 •mss% ASPHALT CONCRETE PAVERS TILES x COVER SURVEYOR'S NOTES: 1. ELEVATIONS WHEN SHOWN REFER TO 1929 NATIONAL GEODETIC VERTICAL DATUM (NGVD 1929). 2. NO ATTEMPT WAS MADE TO LOCATE FOOTINGS/FOUNDATIONS, OR UNDERGROUND UTILITIES UNLESS OTHERWISE NOTED. 3. THE LANDS SHOWN HEREON HAVE NOT BEEN ABSTRACTED IN REGARDS TO MATTERS OF INTEREST BY OTHER PARTIES, SUCH AS EASEMENTS, RIGHTS OF WAYS, RESERVATIONS, ETC. ONLY PLATTED EASEMENTS ARE SHOWN. 4. THIS SURVEY WAS PREPARED FOR AND CERTIFIED TO THE PARTY(IES) INDICATED HEREON AND IS NOT TRANSFERABLE OR ASSIGNABLE WITHOUT WRITTEN CONSENT OF THIS FIRM. 5. ALL BOUNDARY UMIT INDICATORS SET ARE STAMPED LB# 8023. 6. THE BOUNDARY LIMITS ESTABLISHED ON THIS SURVEY ARE BASED ON THE LEGAL DESCRIPTION PROVIDED BY THE CUENT OR ITS REPRESENTATIVE. 7. FENCE OWNERSHIP IS NOT DETERMINED. 8. ADDITIONS OR DELETIONS TO THIS SURVEY MAP AND/OR REPORT BY SOMEONE OTHER THAN THE SIGNING PARTY(IES) IS PROHIBITED WITHOUT WRITTEN CONSENT OF THE SIGNING PARTY(IES). 9. BEARINGS WHEN SHOWN ARE TO AN ASSUMED MERIDIAN. THE CENTERLINE OF NE 97TH STREET HAS BEEN ASSIGNED A BEARING OF N90'00'00"E. CERTIFIED TO: UCHENNA UKAZIM SURVEYOR'S CERTIFICATE: I HEREBY CERTIFY THAT THIS SURVEY IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF AS RECENTLY SURVEYED AND DRAWN UNDER MY DIRECTION AND MEETS THE MINIMUM TECHNICAL STANDARDS SET FORTH BY THE FLORIDA STATE BOARD OF SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 FLORIDA STATUE. AUTHENTIC COPIES OF THIS SURVEY SHALL BEAR THE ORIGINAL SIGNATURE AND RAISED SEAL OF THE ATTESTING REGISTERED SURVEYOR AND MAPPER SEAL NICOLAS DEL VENTO PROFESSIONAL SURVEYOR & MAPPER STATE OF FLORIDA LIC. # 6945 DATE OF FIELD WORK: 04/29/16 JOB#:: 16041464 DRAWN BY: DANIELLY CAD FILE: UKAZ/M SHEET 1 OF 1 IVIId1111 JI IUI CJ 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 BUILDING PERMIT APPLICATION ©BUILDING ❑ ELECTRIC ❑ ROOFING EJ PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS JOB ADDRESS: 960 NE 97 ST lsS?Dwc�� OCT 1 3 2015 BY: FBC 2010 Master Permit No. 2-C- � ^ I s - Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: 3 2 0 ro - 0 14- 31 4,0 Occupancy Type: Load: OWNER: Name (Fee Simple Titleholder): Address: 9 6 o wt"- `1-3c S� Is the Building Historically Designated: Yes NO Construction Type: Flood Zone: BFE: FFE: Phone#: City: X11 lM t ki~04 tel - State: Zip: k 1 . Tenant/Lessee Name: Phone#: Email: U V 1LP + M e CSM tel- . Cp M CONTRACTOR: Company Name: V1Q �/of'M' ( ctkO Address: 4-o 1,1k/4 c O S-7 Phone#: a-(4 $22 "3 lcl City: 1'A- (6 I'M - Qualifier Pi_Qualifier Name: 1^i ( 67Y1A State: Phone#: Zip: ;J?' i cb State Certification or Registration #: G C=I C. 15 021 Certificate of Competency #: DESIGNER: Architect/Engineer: -"A 0 O(S li4tUtJSkPlakihiNi T S . Phone#: 305'_ '1 b sh Address: IPR--A. 0 0 C 3L.' -.4r' -) P\--4 $USZS- ZD City: Su "'^i`I t St - \State: - Zip: -3'..?i 1 6 ov Value of Work for this Permit: $ 1O0 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration Description of Work: -C'lA S S S k+or D vi(' S . ❑ New ❑ Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ DBPR $ CO/CC $ Notary $ Double Fee $ Bond $ TOTAL FEE NOW DUES 116 9 , • 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 S(►e absence of such posted notice, the inspection will not be approved nd a re'aspection fee will be charged. /. Signature OWNER or AGENT The foregoing instrument was acknowledged before me this / 3° day of CAI/C h , 20 15 , by U',Ier N UK.01 , rn , who is personally known to me or who has produced - vey i I cp r- Se identification and who did take an oath. NOTARY PUBLIC: Sign: Print: Seal: as Signature CONTRACTOR The foregoing instrument was acknowledged before me this 13 day of OM \S- , 20 , by 91.J(0 ETT I >C .OS , who is personally known to c-� me or who has produced t L 1 Vkl2. 1-1w s identification and who did take an oath. NOTARY PUBLIC: Sign: 1. Notary Public - State of Florldk My Comm. Expires Mar 4, 2011 Commission # FF 098394 t: APPROVED BY Plans Examiner Notary Public State of Florida Sindia Alvarez My Commission FF 156750 Expires 09/03/2018 Zoning Structural Review Clerk • FOR DALLAS [74L RUSS COMPANY. LLC. Re : 15H15: M-2 DEVELOPMENT Site Information: Project Customer: M-2 DEVELOPMENT Lot/Block: Site Name: UZAKIM RESIDENCE Site Address: 960 N E 97 ST MIAMI SHORES St: Zip: Fort Dallas Truss Company; LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name : Subdivision : M-2 DEVELOPMENT General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010/TP12007 Design Program: 7.60 Oct 3 2014 Roof Load: 55.0 psf Floor Load: N/A Wind Code:ASCE7-10 C -C for members and forces & MWFRS for reactions Wind Speed: 175 mph This package includes 12 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 08/27/15 T1 0001 2 08/27/15 T2 0002 3 08/27/15 T3 0003 4 08/27/15 T4 0004 5 08/27/1.4 • T5 0005 • • • b • 08/271.9• • • • T6 • • 0006 "• 7 08/27/16• • V 10. • • • • 0007 :••L• 08/27//16•:•' V14•••.•• 0008 •••it: 08/27/15• V18•••••• 0009 10' 08/2711 • •: vzz, • • • • • 0010 • •:41 08/27/1: 10,11,111• __ • '2610,11,1110011 -•-•-- ••• •1,1{5 ,�� .:410•30••••.:. Y 00:2 • ••• •• • • •• • •• • • •• •0000••••••• • e••• • ••0000 • •• • • ••-•;e••••• •• • • • •• •:•: :: •••• •••• ••••• • • • 0.041 • 0000 •• • • • • .. •••- • - • •• • • • •• •• • - . • •• • • •• TRIO DESIGN CONSULTANTS, LLC • C.O.A. # 27578 [ ] NOT APPROVED m APPROVED AS NOTED - [ ] REVISE & RESU; [ ] REVI .• ' r 1, NNW 15 for alb lb" dsdan aonapf and contract - a comments Mal nabs c ndmed a re;••Contractor from compote* *Of gm project plats and nor depah/uesscthhiuk 1rL The CataniaNSM oompldIng dl quantities alnarolauresponsIde fa dela and�torssfa*pfor �m ane* for techniques of away and for pertained' hp volt 1. a safe manner a5(6.0 Gel 7 P4,4 eon eet t ES /1107,1 vu6(VkC. bE (6) tlt (PAtaia t01Q0 t loks Fok T fDi t 2' S Pc-cl Pteocr o e The truss drawly j(s4•referenced above have been prepared 000, AUG 27 2015 under my direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss Design Engineer's Name: Jose Martinez, P.E. AUG 27 2015 JOSE 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) Consul NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Page 1 of 1 E. Hialeah, FL 33010 Phone (305) 667-6797 (Florida P.E. 031509) P.E. 'vil/Structural Engineers Name Fort Dallas Truss Co. LLC. SW 44 St: To: Delivery Miami FL. 33155 (305) 667-6797 Fax: (305) 667-0592 M-2 DEVELOPMENT 440 N W 90 ST Job Number: 151115 • Page: 1 • .. . Project: M-2 Block No: Model: Lot No: MIAMI, FL Date: 08/27/15 16:08:11 Contact: Site: Office: Deliver To: Account No: 000000275 Name: Phone: Fax: (954) 822-3590 UZAKIM RESIDENCE 960 N E 97 ST Designer / g Salesperson: LUIS MONTANO Quote Number: MIAMI SHORES, P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 3 (1) 3 -Ply T1 35-04-00 ROOF SPECIAL 0 OA Hght: 04-07-04 1 2X4/2X4 _--_�ag ila• .fir ...__ 1 T2 35-04-00 ROOF SPECIAL 0 OA fight: 04-07-04 2 2X4/2X4 1 T3 35-04-00� ROOF SPECIAL 1 OA fight: 04-07-04 3 2X4/2X4 __—.O. 'P1►► « 1 T4 35-04-00 ROOF SPECIAL 3.(10 EV OA Hght: 04-07-04 42X4/2X4 „�,..1 1h�%► ► _,1 T5 35-04-00 ROOF SPECIAL C OA tight: 04-07-04 5 2X4/2 X4 1 T6 35-04-00 ROOF SPECIAL •op OA Hght: 04-07-04 6 2X4/2X4 10-01-00OA fight: 01-00-00 j,..„,:„.. t"`! ,.., 1 V1O VALLEY 7 _ 2X4/2 X4 v0 1 V14 14-01-00 VALLEY OA fight: 01-09-02 8 2X4/2X4 • • • _: • t __r__ • l •'• V18 • •• 18-01-00 2X4/2 X4 GABLE VE9 OA fight: 02-03-02 • • •` • • . • • •1.41•'922 • • 22-01-00 VALLEY 3. 0) OA light: 02-09-02 10 • • • 2X4/2X4 b •• ' •' • '1� • bVh6 26-01-00 VALLEY OA light: 03-03-02 11 •• ••••• • • 2X4/2X4 • '• • 11.•••••••• •••• •• ••••s • • ' • : •111 • •'V30 • 30-01-00 GABLE OA light: 03-09-02 12 b•tiM••• • ,y•• : • • `••• 2X4/2X4 Tht e rsi gij�W,ing(rsl gefegericei:i above have been prepared und@t; y tiir cupervisiorrImised on the parameters by Archrir•ENG offiegord &MrMiTek 20/20 software. ral • JOSE MARTI 1. Trus Design Engineer's Ntme: Jose Martinez, P.E. Consulting Engin./ �- 24 •�t�f• T, H12I tt, FL 33010;(Florida PE# 031509) is Hia = , FL 3301 � • • • •• •• • ' • P . •e'(305) 667-6797 NOTE: The sell or' these drawings indicate acceptance of 'AUG 27 2015 orida P.E. 031509) professional engineering responsibilty for the truss components shown. Engineers Name Date Job iTruss I Truss Type 15H15T1 'ROOF SPECIAL FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos 1 2.10-4 I 6-6-15 } 10-3-10 2.10.4 3-8-11 3.8-11 3x4 = m 1-2r 4x9 7x12, 2.42 3 Y7 14-0-5 3-8-11 17-9-0 3.OQj12 3-8-11 Qty `Ply M-2 DEVELOPMENT 1 1 3 0501; iJob Reference (optional) 1 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:41.:03 2015 Page ID:wbEsQHHJxK61 Kj fRw2bsshynxKl-VeBVVRL9CVv_3TRxnQM5Q0x2tGx68pFiMalHoeyjcS 21-5-11 25-2.6 , 28.11-1 { 32-7-12 35.4-0 3-8-11 3-8-11 3-8-11 3.8-11 2-8-4 5x8 = 8 3x4 3x4 5x8 % 4.8 2x - ` 7 s 8• N .2 7.7.3 4 -17 2x4 No.3 3-1-7 8.17 2x 9-15 2 ., x4 ,y30.10 - 5x6 8 4x9 9 2 7-9-15 Scale • 1:61.7 7x10 3x4 1 10 11 04-1-2•444c).2.2 24 25 23 25 22 27 21 20 19 3x10 = 0-8-0(0-1-8) 2x4 II 3x4 = 5x8 W8= 3x4 = 28 1829 17 18 15 30 14 3x8 = 3x4 = 5x8 W8= 3x4 = 2-10-4 { 6-6-15 { 10-3-10 { 14-0-5 { 17-9-0 { 21-5-11 2-10-4 3-8-11 3-8-11 3-8-11 3-8-11 3-8-11 Plate Offsets (X,Y)-{2:0-3-0,0-3-0], [4:0-3-0,0-3-0], [8:0-3-0,0-3-0], [10:0-2-4 0-3-0], [11:Edge,0-3-8] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 4-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2010/TPI2007 CSI. TC 0.83 BC 0.90 WB 0.71 (Matrix) 25-2-6 28.11-1 2x4 11 3-8-11 3-8-11 31 13 32 2 3x10 = 0-4-0(0-1-8) 32-7-12 35-2.03570 2-6-4 0-2-0 3-8-11 DEFL. in (loc) 1/dell Vert(LL) 0.58 19 >724 Vert(TL) -1.1018-19 >384 Horz(TL) 0.23 12 n/a Ud 360 180 n/a PLATES MT20 GRIP 244/190 Weight: 573 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 *Except* 16-20: 2x4 SP No.2 WEBS 2x4.SFNo.3 wafts 24,4,%%10o.3 . • fttACTIONS. QIB/%vet 24=3855/041=0, 12=3855/0.4-0 Max +1 rz24=278(60.110) • Mag UplifQ4=-1414(j), 12=-1639(LC 7) BRACING - TOP CHORD 2-0-0 oc purlins (4-6-6 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • FORC7"S. (Ib).v1ag14um CogilRstipn/Maximum Tension ••f • 2 •OHORD f44=-455/298, 1►1*-4790/716, 2-3=-15669/6148, 3-4=-12810/4914, 4-5=-10876/4375, 5-6=-8964/3760, 6-7=-8964/3760, 7.-111A.1•9e60/43@4r4+12689/4868, 9-10=-14816/5806, 10-11=-1664/663, 11-12=-532/283 • 30T C ORD •24-1".�5=••S36•7/14896p•23-25.-5957/14896, 23-26=-5797/14754, 22-26=-5797/14754, 22-27=-5797/14754, ••••• 21.- 77S -5797/141A 2ing-4603/12236, 19-20=-4603/12236, 19-28=-3923/10377, 18-28=-3923/10377, • • • 18a�9- 394/1113*3'P? 1,7429=-3906/10332, 16-17=-4506/12123, 15-16=-4506/12123, 15-30=-5440/14437, • • 'Do.. • • 1,4-3ti-11b410/11143/11;W 5440/14437, 13-31=-5440/14437, 13-32=-5425/14125, 12-32=-5425/14125 • WEB • • ••244=T410/5133,R4104433/655, 3.23=-364/632, 3-22=-75/581 3-21=-2667/1272 4-21--350/1049 4-19=-2253/1105, • • • • :a`:1 $3T`�`/'9,•9-1912.450N'1189, 9-14=-59/539, 9-13=-297/350, 10-13=-886/554, 10-12=-12788/4887 • • • j e e. • • 5-19= 2/1440,•5.1 e1.5j4/1292, 6-18=-1266/3593, 7-18=-2514/1270, 7-17=-523/1390, 8-17=-2170/1072, • • NOTES-• • • • 1) 3-01y Truss to be•contiggcted tog>stjieNiih 10d (0.148"x3") nails as follows: Toe %Marts connected -as follows: 2x.- 1 row at 0-9-0 oc. Bo tam chords conflected as folIns: 2u4 - 1 row at 0-9-0 oc. Web/ igrjnected d6 follows: 2x4- 1 rovlat 0-9-0 oc. 2) An Toads are conSltItlYt (equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. PIN2 J2Q 9 connections have beet' p?cjvjded to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Uebaianced roof tit/ lo31s have been considered for this design. 4) Wind: ASCE 7.10,VuI4Q1175mph (3 -second gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-1-12 to 2-10-4, Interior(1) 2-10-4 to 14-0-5, Exterior(2) 14-0-5 to 17-9-0, Interior(1) 21-5-11 to 32-7-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) The solid section of the plate is required to be placed over the splice line atjoint(s) 20, 16. 7) Plate(s) at joint(s) 24, 1, 2, 4, 6, 8, 10, 11, 12, 3, 22, 21, 19, 5, 18, 7, 17, 15, 9 and 14 checked for a plus or minus 0 degree rotation about its center. 8) Plate(s) at joint(s) 20 and 16 checked for a plus or minus 3 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1644 Ib uplift at joint 24 and 1639' Ib uplift at joint 12. 11) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other five loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 r Job 'Truss Truss Type I15H15 1T1 'ROOF SPECIAL FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos NOTES - 13) Graphical purlin representation does not depict the size or the orientation 14) Warning: Additional permanent and stability bracing for truss system (not LOAD CASE(S)Standard • •• ••. • •••• •• • • • • • •• • • • • • • • ••••••••• • • • • • • • • q•••••• • • • • • • • • •• • • • • • • • •• • ••0• 0000 •• ••I• • • •••IIS'• ••%�40• • • 00 • •• • • • • •Y• • ♦0000•• • • • • • • ••••N••• • • • • ••• • •• • •• •• • ••• • •• • • • • •••• • • • •• • • • • • ••• • • • • • • • • •I•• • #• • 0000 • • •• •• • • • •• • • • • • • •• !Qty Ply �1 3 M-2 DEVELOPMENT Job Reference (optional) 0001 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:1.1;03 2015' Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-VeBVVRL9CVv_3TRxnQM5Q0x2tGx6apF1MalHoeyjcS of the puffin along the top and/or bottom chord. part of this component design) is always required. Job I Truss Truss Type 151115 1T2 iRoof Special FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos •0 1 at -28 2x4 3-5-13 7-0-10 10-7-6 F-3-5-13 3-6-13 3-6-13 3x4 5x8 = 2-5 224 3x4 3x6 4 5 Qty Ply ' M-2 DEVELOPMENT IJob Reference (optional) 00021 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 2716:11;05 2015 Page ID:wbEsOHHJxK61 KjfRw2bsshynxKl-R1JFw7MPk69iJmaKvrOZVRONw4edfk_7puEOtWyjcS 14-2-3 i 17-9-0 21-3-13 , 24-10-10 , 28-5-6 32-0-3 35-4-0 3-6-13 3-6-13 ' 3-6-13 3-6-13 3-6-13 3-6-13 3-3-13 3.0012 3x4 5.7 2,g4J4e2" 5x6 = 7 3x4 3x4 No82 6.9.5 3x6 9 10 3x4 8.0.0 5x10 M18SH9= 3x4 = v 12 13 e i1 •,�•f•''••rtf=13 28 27 25 28 24 29 23 22 30 21 10(12 M18SHSI1 0.8-0(41-12) 5x8 M18SHS= 3x6 = 5x8 M18SHS= 3x4 = 3x4 = 31 20 32 19 3x8 = 3x4 = 1817 33 3x4 = 5x8 M18SHS= 16 34 3x6 = 15 35 14 2x4 11 5x8 M18SHS= 0.40(0-1.12) Scale • 1:64.9 hq 12.14 2x4 N(1,2 2-9 3-5-13 l 7-0-10 10-7-6 f 14-2-3 17-9-0 21-3-13 F 2410-10 28-5-6 32-0-3 35-2-0 35r4 0 3-5-13 3-6-13 3-6-13 3-6-13 3-6-13 3-6-13 3-6-13 3-6-13 3-6-13 3-1-13 0-2-0 Plate Offsets (X,Y)--[2:0-3.0,0-2-12], [12:0-7-0,0-3-0], [13:Edge,0-1-8], [14:Edge,0-2-12], [16:0-2-8,0-1-8], [24:0-2-8,0-1-8], [25:0-1-12,0-2-8J j26:0-3-8,Edge] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.86 BC 0.89 WB 0.70 (Matrix) DEFL. In (loc) I/deft Vert(LL) 0.76 21 >550 Vert(TL) -1.45 20-21 >290 Horz(TL) 0.29 14 n/a Lid 360 180 n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 190 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 2-5,9-12: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS a1t'4•SP tlo.3 *Except* 1-.26:2u4 SP M 34, 12-1r1: 2x4 SP No.2 • • • • • •• • • •• • • . • • 1 ACTIONS. (161Sht) 26=19'21 9810, 14=1927/0-4-0 • • Max Horz26=-1i1,(�CAi) • • NNpx Upijrt26=-822(.9), 14=-819(LC 7) • • . • tI S. (Ib)-Maxirflum Con(,?d Sion/Maximum Tension 4.04P4OHORD 6-120;186j/764,•1.3- ;414/2856, 2-3=-7386/2810, 3-4=-6330/2435, 4-5=-5389/2152, 5-6=-5358/2166, 6-7=-4478/1873, • • %gob. • e • Z-nr-`478/1873,•8, 334/2157, 9-10=-5368/2143, 10-11=-6272/2412, 11-12=-7254/2753, 12-13=-559/227, • • 13 -1,4f -25g/147 • • • $Uj tHORD 203.27=4815/474•41lt8/474, 25-28=-3117/7776, 24-28=-3117/7776, 24-29=-2796/7144, 23-29=-2796/7144, • • 4M••••• • • 112-23&2283/61177, 72:80=-2283/6077, 21-30=-2283/6077, 21-31=-1948/5144, 20-31=-1948/5144, 20-32=-1940/5123, • . • • M 3241940/51$3,•1Blj9"2244/6021, 17-18=-2244/6021, 17-33=-2633/7017, 16-33=-2633/7017, 16.344-2856/7392, • • •#M• • • 15-344-200/75921 16.816.-2823/7342, 14-35=-2823/7342 • WeBS• • : i-1i--$i34r7127, 2; r :61,8 3/800, 2-244-652/332, 3-24=-74/388, 3-23=-1174/564, 4-23=-184/538, 4-21=-1143/557, 6-2t3277/727, 6-20=-1258/632, 7-20=-643/1812, 8-20=-1229/621, 8-19=-268/702, 10.19=-1100/540, 10-17=-171/504, • • 11-1 7 61095/533, 11,1%-W1/363, 12-16=-517/235, 12-15=-257/174, 12-144-6967/2666 • •• •• •• BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-4-0 oc bracing. 1 Row at midpt 12-14 with 2x4 SYP No.3 with 2 - 10d (0.148"x3") nails and cross brace spacing of 10-0-0 oc. NO•ft§!•• 1) Unbalanced roof li17e loads have been considered for this design. 2) 44 4:ASCE 7-10!Vult:-�•175mpif (3 -second gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWF•FtS•renlielope) automatic zone and C -C Exterior(2) 0-1-12 to 3-5-13, Interior(1) 3-5-13 to 14-2-3, Exterior(2) 14-2-3 to 37r9• i, Interior(L21-3-13 to 42-(13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gtlp DOL!1.60 • • • 3) Provide adequate drdtifage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 Ib uplift at joint 26 and 819 ib uplift at joint 14. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with anyother live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of thls truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard Job Truss iTruss Type 15H15 T3 Roof Special FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos 4-1-6 8-7-15 4-1-6 4-6-9 5x8 M18SHS= 5x6 22 2x 13-2-7 3x4 2-5 2x 4-6-9 1ty IPIy 1 M-2 DEVELOPMENT lJob Reference (optional) 0003'l 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 2716:1.1;07 2015 Page I D:wbEsQHHJxK61 KjfRw2bsshynxKl-NPROLpOfGkQPY4ki0GQ1 bs5gFtJz7cd1,HCjVxPyjc S 17-9-01 22-3-9 26-10-1 31-4-10 , 35-4-0 { 4-6-9 4-6-9 4-6-9 4-6-9 3-11-6 (10 12 3x4 3x6 4 5 2d»� 5x6 = 6 3x4 3x6 2 4.1.857 3x4 4-18 2x4 No.3 2.10- 6-17 2x4 No.3 4-0-2 8-17 2x4, a 5-1-14 1 10.0.0 22 26 21 5x6 II 0-8-0(0-1-11) 5x8 M18SHS= 27 20 28 19 18 3x6 = 5x8 M18SH� 3x4 = 29 17 30 18 15 31 14 32 13 33 12 9-18 2 0.3 7.5 Scale: 3116-.1' 5x6 = 5x8 M18SHS= 10 11 0-1-t2I4No.2 3-4 3x8 = 3x4 = 5x8 M18SHS= 0.3 0.7-6 114,; 3x8= 5x8 M78SH5= 5x6 II 0.4.0(0.1-11) 4-1-6 8-7-15 13-2-7 17-9-0 22-3-9 26-10-1 31-4-10 35-2-0 35.4-0 41-6 4-6-9 4-6-9 4-6-9 4-6-9 4-6-9 4-6-9 3-9-6 0-2-0 Plate Offsets (X,Y)-{1:0-1-12,0-2-8], [2:0-3-0,0-2-12], [10:0-2-12,0-2-8], [11:0-2-0,0-2-8], [12:Edge,0-3-8], [13:0-2.0,0-2-8], [14:0-2-12,0-1-8], [20:0-2-12,0-1-8], [21:0-1 ,0-2-8] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 1.00 BC 0.84 WB 0.82 (Matrix) DEFL. in (Ioc) i/deft Lid Vert(LL) 0.7517-18 >561 360 Vert(TL) -1.4217-18 >295 180 Horz(TL) 0.25 12 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 183 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 `Except' 2-5,7-10: 2x4 SP M 31 BOT CHORD 04'SP pl 31 • *vee& 2#91a No.3 *Except* • • 141,1143: 2x4P'Il �1 • • • • 'WAVVIONS. (I?2 tzz) 22=1g29r8'-0, 12=1927/0-40 • • Max Horz22=126$18Gb ) • • Max l.lpjift12=-821(1,.0), 12=-819(LC 7) • • • • • • ni2ttS. (lb)-'iV?axiriium Comn3}is%ion/Maximum Tension TOP•CHORD $j2--49b0/78Ap1.13»+7416/2847, 2-23=-7416/2847, 2-3=-6945/2627, 3-4=-5671/2250, 4-5=-4494/1856, • • • -Zh 464/18% �0 4150/1873, 6-25=-4450/1873, 7-25=-4484/1856, 7-8=-4494/1856, 8-9=-5643/2241, • • 9-1 Q'8685V/2596, -1i- -7141/2735, 11-12=-1912/785 80jtHORD 22.26=479/3611'- kZj5/366, 21-27=-307517705, 20-27=-307517705, 20-28=-2588/6705, 19-28=-2588/6705, • •••••'•'• • •• 2$ x/2%88/6705, 18.Q9=-2063/5421, 17-29=-206315421, 17-30=-2054/5393, 16-30=-2054/5393, 15-16=-2476/6614, • • • • j$"�{62476/66i4't4'-31!--'2476/6614, 14-32=-2861/7431, 13-32=-2861/7431, 13-33=-148/344, 12-33=-148/344 WC!!r • .111-4-27§717244,02-11024809/785, 2-20=-1020/498, 3-20=-77/422, 3-18=-1407/676, 4-18=-212/638, 4-17=-1431/722, • 6-1f=-5153/ 73%, 8-1' 1 !/709, 8-16=-201/611, 9-16=-1338/648, 9-14=-60/401, 10-14=-833/428, 10-13=-1818/784, 11-W)=- 2667/7002 •• • '• • NOW; ••:•' •• •• 1) unbalanced roof live loads hav9.t.441 considered for this design. 2) Milt: ASCE 7-10;'tuft=175mpih(3•sec§nd gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Encl., G p1sa.$8; MWF Lepgelope) automa'lic zone and C -C Exterior(2) 0-1-12 to 3-8-2, Interior(1) 3-8-2 to 14-2-10, Exterior(2) 14-2-10 tQ 17-9-0 Interlor(l) 21-a-6 to 314;10 ztne;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripeDGL•=1.60 • • • • • • • 3) Ptovide Adequat drainage to prevent water ponding. 4) All plates are MP20 p?dles unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 Ib uplift at joint 22 and 819 Ib uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied or 4-4-8 oc bracing. LOAD CASE(S)Standard 'Job Truss I Truss Type [Qty Ply 15H15 1T4 Roof Special 11 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos Y 4 4-9-0 9-1-0 13-5-0 4-9-0 4-4-0 5x8 M18SH9= 5x6 = 4-4-0 M-2 DEVELOPMENT Job Reference (optional( 00041 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:09 2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-JoZmmUQwoLg7nOu58hTVgHB6Xh1 fbW 5bkWCcOlyjcS 17-9-0 22-1-0 l 26-5-0 30-9-0 35-4-0 , 4-4-0 4-4-0 4-4-0 4-4-0 4-7-0 5x6 II 0-8-0(0-1-11) 5x8 M18SH� Scale: 3/16-•1' 5x6 = 5x8 M18SHS= 10 11 041-2x444-31-47- 2620 27 19 /8 28 17 29 16 15 14 30 13 31 3x6 = 5x8 M18SH5= 3x8 = 3x4 = 3x6 = 5x8 M18SHS= 3x4 = 5x8 M18SH 4-9-0 9-1-0 13-5-0 17-9-0 22-1-0 4-9-0 { 4-4-0 4-4-0 I 4-4-0 I 4-4-0 Plate Offsets (X,Y)-{1:0-1-12,0.2-8], [11:0-2-0,0.2.8], [12:Edge,0-3-8], [13:0-2-0,0-2-8], [21:0-1-12,0-2-8] 26-5-0 30-9-0 4-4-0 4-4-0 12 0.3 0-9-4 I1; ' 5x6 II 0-4-0(0-1-11) 35-2-0 354.0 4-5-0 0-i-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress lncr YES Code FBC2010/TPI2007 CSI. TC 0.63 BC 0.76 WB 0.75 (Matrix) DEFL. In (loc) 1/dell Lid Vert(LL) 0.7117-18 >592 360 Vert(TL) -1.3517-18 >312 180 Horz(TL) 0.24 12 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 185 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP M 31 `Except' 5-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS .2ic4 SANo.3 *Except* • 1.2'1!2.20,10-14+1M;1 3: !x4 SP M 31 • •• • • •• • EAC•TIONS.1 isfze) 22=1927/0-8-0, 12=1927/0-4-0 ax•torz22=1-mce iib • • Mei( Uplif42=-82ffLC', 12=-818(LC 7) • • • •• •••• •FS. (Ibr- l� xitjlum Cdltjprgssfon/Maximum Tension • TtpOP CHORDO�1-22=-1 40/809, i-2!=-7349/2814, 2-23=-7349/2814, 2-3=-679012562, 3-4=-5604/2211, 4-5=-4485/1838, 5-6=-4444/1855, • issyr4• d41189r?-Z3-4485 /1838, 8-9=-5577/2201, 9-10=-6707/2531, 10-24=-7117/2719, 11-244-7117/2719, • • %%e• • • i $- J ?943/8bi lib .• • 14,0f• CHORD 2i -u--240/3142 5+249/312, 21-26=-3016/7587, 20-26=-3016/7587, 20-27=-2520/6554, 19-27=-2520/6554, • . 1811�9=92.520/6G l ,:Z8=•2030/5359, 17-28=-2030/5359, 17-29=-2021/5333, 16-29=-2021/5333, 15-16=-2414/6474, • •,'x'••'• • • • :4 fci i 2414/6674 14030=-2823/7356, 13-30=-2823/7356, 13-31=-128/296, 12-31=-128/296 • WEBS • 1-21=9E756/723i, '2 F-348/764, 2-20=-1063/512, 3-20=-97/428, 3-18=-1333/641, 4-18=-224/655, 4-17=-1390/700, • • •+•••• • • • §-•174-58811475p, .j fJI357/688, 8-16=-214/629, 9-16=-1273/617, 9-14=-81/409, 10-14=-908/454, 10-13=-1758/764, BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-5-5 oc bracing. • • • • • 14,.10-26t0/7027 Nc51BsS:•• ••• 1) if ptiga4ped roofdime bads haveiteefitonsidered for this design. 2) Wind: ASCE 7-10; yult=175mpb 43.seoond gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GcAi=0.18; MWFRS (envelope)•autom$ic zone and C -C Exterior(2) 0-1-12 to 3-8-2, Intertor(1) 3-8-2 to 14-2-10, Exterlor(2) 14-2-10 to•14'•9'00, Inter/ r:1 43-6 to 3Z)-9-0, Exterior(2) 31-7-14 to 35-2-4 zone;C-C for members and forces & MWFRS for reactions %flown; Lumber DOL=160 plategrjp DOL=1.60 3) Rretitle pdequajRdraipage to preve•itwater ponding. 4) A11 plates are M120•plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 Ib uplift at joint 22 and 818 Ib uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard Job — Truss -- �TrussType (Qty PlvM-2 DEVELOPMENT 15H15 T5 i Roof Special 11 1 I 0005 I Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:11 2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-GBgWBARAKywr1 h2TF5VzIiGNKVjI3Q2tBghi4AyjcS 5-4-9 9-6-1 { 13-7-8 17-9-0 ! 21-10-8 I 25-11-15 1 30-1-7 35-4-0 5-4-9 4-1-8 4-1-8 4-1-8 4-1-8 4-1-8 4-1-8 5-2-9 w 4 5x8 M18SH3= 5x6 = 2.4 2 1-2 2•4 22 2x4 3z4 2� 1 2x4 *0.3- •. (x44131-11 d-0=:—__ 3 . 0 3x4 3x8 4 5 @8 2x4 .2- 5-18 2x4 40.3 3 -0 - EN 5x6 = 6-17 2x4 6 N 6-8. 4- 2 3x4 3x6 49447 8 0.3 4-0-2 7.172x4 . 4-10- w •• 9.16 2x N- 3-1 3x4 9 N0.2 8-0-0 10.14 2x4 -N 5x6 = 10 t0 -14.2x4. Scale: 3116"•1' 5x8 M18SH3= 2x443 28 tT 11 1 22 27 21 28 20 2919 18 5x6 11 0-8-0(0-1-11) 5x8 M18SH9= 3x4 = 5x8 M18SH� 3x4 = 3017 31 16 15 32 3x8 = 3x4 = 5x8 M18SH 5-4-9 9-6-1 13-7-8 17-9-0 21-10-8 25-11-15 5-4-9 4-1-8 4-1-8 4-1-8 4-1-8 4-1-8 14 3x4 = 33 30-1-7 13 34 5x8 M183H3= 12 0.3 0.11.2 7 I� 4x5 11 0-4-0(0.1.11) 35-2-0 354-0 4-1-8 5-0-9 0-2-0 Plate Offsets (X,Y)_{1:0-1-12,0-2-8], [11:0-2-0,0-2-8],[12:Edge,0-3-8],j13:0-2-0,0-2.8], j21:0-1-12,0-2-8] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.93 BC 0.72 WB 0.73 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) 0.7617-18 >552 360 Vert(TL) -1.4517-18 >290 180 Horz(TL) 0.22 12 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 187 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals 1-2,10-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x41VoI1Q.3 *Except* 1-2'F,41/ 43: 2x4 SP.M 31 • • • • • REACTIONS. (Ib/size) Q2=1927/0-8-0 12=1927/0-4-0 Masi z22=113(LL;1 (7 • • • Max tlplif22=-82141.0 6), 42=-818(LC 7) • • •• •••• FORCES. (Ib) - Maximum Compression/Maximum Tension BPV1i1bRD 1-22=-19'49/820, 1?23•!)231/2758, 2-23=-7231/2758, 2-3=-6648/2550, 3-4=-5532/2214, 4-5=-5465/2216, 5-24:W648613 6,44.-4437/1877, 6-25=-4437/1877, 7-25=-4476/1861, 7-8=-5440/2207, 8-9=-5507/2205, •• eerie • • 1-4(46161t)/2522; 04A-706/2676, 11-26=-7036/2676, 11-12=-1952/817 BOI €HORD 22-27-7432/G76, 21-27=-134/276, 21-28=-2940/7434, 20-28=-2940/7434, 20-29=-2457/6416, 19-29=-245716416, • . • 18 iii=-2457,641r'a-l441/5293, 17-30=-2041/5293, 17.31=-2032/5268, 16.31=-2032/5268, 15-16=-2406/6344, • • S s • • 15.32 1'4(16/6344, 14-34=-2406/6344, 14-33=-2765/7239, 13-33=-2765/7239, 13-344-117/262, 12.34=-117/262 WEQS • • 1.-2 = 11/7152, 2-211-V7t2/749, 2-20=-1061/503, 3-20=-120/442, 3-18=-1279/618, 5-18=-237/674, 5-17=-1343/674, • • •••••• • • 6;17=-607/1760,9-194942/663, 7-16=-227/648, 9-16=-1224/596, 9-14=-104/420, 10-14=-934/456, 10-13=-1713/749, • . • • 1.1-t1=-248711597% • • • •••• NOTES„:•• •• • • • 1) Unb 1lepp d roof Ilv.3.Icads have been edttsidered for this design. 2) Win: ASCE 7-10; Vult=175mph (3esc6and gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpj=90.18; MWFRS (envelope) aatoMati6zone and C -C Exterior(2) 0-1-12 to 3-8-2, Interior(1) 3-8-2 to 14-2-10, Exterior(2) 14-2-10 to 9- pMterior(1 761-3 1 to 30-1-7, Exterior(2) 31-7-14 to 35-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lugtber DU=f.60rplate g I DOL:=1.60 3) Prcwide•adequate�ajnaae to preyentewater ponding. 4) All plates ire MT2Q pletes•unless otherwise indicated. 5) Plates checked fol'a p1118 or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821 Ib uplift at joint 22 and 818 Ib uplift at joint 12. 8) This truss has been designed for a moving concentrated load of 200.0(b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard Job Truss !Truss Type 15H15 ‘1T6 1Roof Special FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos n 4 588 M18SHS= 1 -16 2x TQty Ply M-2 DEVELOPMENT 0006 I1 1 , Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:14,2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-gmMfpCT2dtIQu9n2wE2gNKuu8im3Gk5KunwNhVyjcS 6-0-2 9-11-2 13-10-1 17-9-0 21-7-15 , 25-6-14 , 29-5-14 � 35-4-0 1 6-0-2 3-10-15 3-10-15 3-10-15 3-10-15 3-10-15 3-10-15 5-10-2 5813 = 3x4 3 2-4 2x4 001-12 586 4 181.52x- Net 5x6 = N..2 4.2.1 6 586 19 384 7 4040.2 8-0-0 Scale • 1:63.0 5x6 = 4:12 = 8 9 2x-1 la 115402 16 21 15 22 14 23 24 12 25 26 485 II 0-8-0(0-1-11) 5816 = 588 M18SHg= 13 388 = 588 M18SHS= 11 5x16 = 10 0.3 1.1!I 4x5 II 0-4-0(0-1-11) 6-0-2 11-10-9{ 17-9-0 23-7-7 { 29-5-14 35-2-0 35-4-0 6-0-2 5-10-7 5-10-7 5-10-7 5-10-7 5-8-2 010 Plate Offsets (X,Y)-{1:0.2-0,0-2.8], [2:0-2-12,0-3-0], [4:0.3-0,0-3-0], [6:0-3-0 0-3-0], [8:0-2-12,0-3-0], [9:Edge,0-1-12], [10:Edge,0-3-8], [11:0-4-8,0-2-8], [12:0-4-0,0-3-0 [14:0-4-0,0-3-0] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.96 BC 0.62 WB 0.90 (Matrix) DEFL. in (Ioc) 1/deft Lid Vert(LL) 0.7513-14 >562 360 Vert(TL) -1.4513-14 >291 180 Horz(TL) 0.19 10 n/a n/a PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 182 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-2,8-9: 214 SP M 31 BOT CHORD 2x4 Ski • WET, • • • 2x4 SPIte.9 Except • • • 1-15,943: 2x6 SPM 31 •• • • • • RE,Z1tfi0.1'§. (Ib/size)• 1b=1927/0 % 16=1927/0-4-0 • • Max Hoh16=107(LC•107 • • • • • Max Uplift164-820(LC 6), 40=-818(LC 7) • • •• • BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. FOR8Er(Tb) - Maximum compression/Llaximum Tension TOP MOM 1-1% tf94554330, 1-1rnE8 2689, 2-17=-7086/2689, 2-3=-7580/2923, 3-4=-5957/2351, 4-18=-4466/1855, 5- 18x.4+466/1872, 5-104-4450/1872, 6-19=-4466/1855, 6-7=-5915/2335, 7-8=-7402/2850, 8-20=-6919/2627, • 9-20=A919/2627, 9-09%-j110/829 BOTCHORD 16-21=-224/259, 15.214.22411259, 15-22=-2406/6251, 14-22=-2406/6251, 14-23=-2045/5227, 13-23=-2045/5227, 13-24-2 05204, f2-24=-2036/5204, 12-25=-2382/6187, 11-25=-2382/6187, 11-26=-114/247, 10-26=-114/247 WECS • 1-15=-26446022, 2-16=-2246/1014, 3-15=-553/1238, 3-14=-851/487, 4-14=-373/948, 4-13=-1300/679, 5-13=-617/1770, • • .6-14N1.27Q/667, 6.1'x= -•d•52/913, 7-12=-813/473, 7-11=-504/1114, 8-11=-2197/989, 9-11=-2590/6874 • • • NOTES- • •• 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3 -second gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-1-12 to 3-8-2, interior(1) 3-8-2 to 14-2-10, Exterior(2) 14-2-10 to 17-9-0, Interior(1) 21-3-6 to 29-5-14, Exterior(2) 31-7-14 to 35-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 820 Ib uplift at joint 16 and 818 Ib uplift at joint 10. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live Toads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard Job 15H15` Truss v10 Truss Type Valley FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos 4-0-0 'Qty IPIy M-2 DEVELOPMENT il L 1 Job Reference (optional) 0007 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:1'1:15.2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-8yw10YUgNBQH WJLFUx2vvYQA161 e1PMT6RrwDxyjcS 6-1-0 10-1-0 4-0-0 00 12 3x4 = 2-1-0 4-0-0 3x4 = Scale: 3/4-41' w• -•-•-•-vv-•-• •-•-rr•••v-r•-•-•-• •••••••-••rvvvc••vvr•••vvv-rrw •-• w • • •••. ••rvr• rr••rvv • • • • • ••rr•-•-••vrrr•-•-•v • cvvv•-r•-•-•-•-rcr••rrcc• rr••rc•-vrr••c•••-vv-r••rrr•••-rr••vr••. • �i�i •��iO�i •�i'• ii0 i �iO�i�i�i�i�i�i i�i�i�i�i�i�i�i�i�i i�i�i�i�J•�i�i�i�i�•�i�•.i'��i'•�i i�i�iiO�ii i iii i� �� i iii'• i�i�i�i i�i�i�i i�i�ii0'O•�� i i�i0 i�i��i�i i P•�i�i •�i�i�i�i OPi • i�i�iiO�i i OP•�i�i. ii0 • i�i�i�i�i��i��iib , •i i � •O i � i Pi i • i�i�i�i�i0'J•!i!i i � � �OiO � ii00•i �•�i0•il�lQ� �!� �!• i �l�l�i!i!•!•: !�!•••c•: �!� �:lQ�l� ii!iiA i �•OO�•ii!• ii!i!•!i ii!iiA�J••i'• i i ii!i!ii0!i000 ii'•i00i0O•O••ii ii'J•�ii0i004 i��i�i��i0• 3x4 10-1-0 3x4 10-1-0 Plate Offsets (X,Y)-{1:0-3-12,Edge], [4:0.6-4,Edge] LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.45 BC 0.92 WB 0.00 (Matrix) DEFL. in (loc) Vert(LL) n/a - Vert(TL) n/a - Horz(TL) 0.01 4 I/deft n/a n/a n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 27 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/sijlT)• 1-14,24/10-1-0, 4=424/10-1-0 Max Heise-26(LC 11} • '. Max Upljft1=495(LCf),95(LC 7) • • • • FOIiCES.'(fb) - Maxill l MComprelUiP/Maximum Tension TOP CHORD 1.2=-1126/828, 2.5y1088/1881, 3-5=-1088/831, 3-4=-1126/828 BO: Vii 1-6=453/1J7, 4-6=-74341067 • • • • • NO=ES-:•• •• • •••• 1) UnEsilefiCed roof Itvb lo41ds have beetTConsidered for this design. 2) VWipd:.4WE 7.18;.Vaultr175mph•(3stsiand gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) automatic zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOi=1.60 plate.grp 13t:L=1.60 3) PtdMeergdequatnianVe to prevent 'Pater ponding. 4) Pates checked for a pita or minus 0 degree rotation about its center. 5)10115Ftertguires captious bott§mtigrli bearing. 6) This truss has been.designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 7) Provide mechanft:al edhnection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at Joint 1 and 195 Ib uplift at joint 4. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S)Standard Job Truss (Truss Type 15H15. V14 Valley FORT DALLAS, TRUSS CO. LLC., MIAMI, FL., wcampos 1 7-0-8 !Qty Ply M-2 DEVELOPMENT 1 1 0008 1 Job Reference (pptional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:16 2015 Page ID:wbEsQHHJxK61 KpRw2bsshynxKl-c8UPEuVJ8VY87TwR2f58SIzKdWSekgYdL5PTmOyjcS 14-1-0 7-0-8 4x5 = 7.0.8 Scale • 1:22.1 'J• � •'i'Oi• 4 iJ•'i'i i0.4'�'iiiP0000�'i • •. • • • • • • • • • • • • • i •OJJ� • • • • • • • • • • • • • • • • • • • • � J•'i•� • • • JO•�i'iiJ� i � • � • • POO•'OJ•i'� � 00'i'i Ji0 0'J�•�O•� � •'JOiS•JP��•OJOOPi' O •'i•� • • 3x4 5 2x4 II 14-1-0 4 3x4 = 7 3x4 14-1-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.57 BC 0.61 WB 0.13 (Matrix) DEFL. In (loc) I/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 41 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size] .W69/14-1-0, 3=269/14-1-0, 5=751/14-1-0 Max liorz1=54(LC 10) • Max UpfittM144(LC 1D7,.3=41(LC 11), 5=-260(LC 6) • Max Grap1=310(LC 28), 3*320(LC 30), 5=751(LC 1) • • • • •••••• ••• FORCES. (Ib) - Maxlmum Compressidt/Maximum Tension TOP c I jQIjl 1-2=-82h5, 2-3=-82/U BOT•CHORD 1.6=-1102, 9-A=-1/32, 41St/a2, 4-7=-1/32, 3-7=-1/32 WEB%•••• 2-5=-'42/34C •••• • • NOTES-" • •••• • • 1) Unbelanced roof Iivelt lds have Men e6nsidered for this design. 2) Win%i;ASCE 7-10; Vkilt=175mph (3•secet d gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Encl., GC1r1=0.18; MWFRS (env lope) ajitotnati. zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shINSTtilmber 41:14-4 ZO plate grip DOL=1.60 3) Plates chucked for a plus'or mine Q degree rotation about its center. 4) G' 31e Peijyires coniieuous bottom chord bearing. 5) This truss has ben figsjgtled for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 1, 151 Ib uplift at joint 3 and 260 Ib uplift at joint 5. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard Job Truss `Truss Type 15H15 1V18 (GABLE FORT DALLAS TRUSS CO. LLC., MIAMI, FL, wcampos 9-0-8 9-0-8 Qty _I Ply 1M-2 DEVELOPMENT 0009 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:18 2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-ZXbAfZXZg6orNm4p947cXA2gSJ9LCkOvoP.uagGyjcS 18-1-0 1 1I Job Reference (ptional) 4x5 = 9-0-8 Scale .1:28.4 0-2.7 -11-2941Ne2 8'o O �O�'JJ� �•OO�•�D'P� ••� JOS J�4•�•000�•� P� O� JPJJP� � � JJ� � OHO i'�'OP� � J� �O 00�'� � O � �'P� � � P� � OOOOO� JP�'�•� JOJ� O� O� i J� � �D•000� � � � JPOO� i•� � �•� �SOiDS•Ji J�'OJPPJ� � �O �•�O � ••�'OOi i ♦��•��•��•��••u��•��.cw•��.�.c�•��.�.�w�.e•.w�.•e�.�.�.��.�w.�.•.ww��.c�.��.c•�.�.cc��.e�c��.��.��•��•a�•��•� 14 3x4 = 9 5x8 = 15 8 3x4 = 7 2x4 II 18-1-0 16 6 5)01= t7 3x4 a Plate Offsets (X,Y)-{6:0-0-4,0-2-0],[9:0-3-4,0-2-0] 18-1-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TP12007 CSI. TC 0.55 BC 0.53 WB 0.13 (Matrix) DEFL. in (ioc) I/deft Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 5 n/a Lid 999 999 n/a PLATES GRIP MT20 244/190 Weight: 54 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (Ib/size) 1=-466/18-1-0, 5=-56/18-1-0, 7=625/18-1-0, 9=608/18-1-0, 6=608/18-1-0 Max H6Pt1272(LC• • Max Uplift1=-08(LC 2i), 5•488(LC 28), 7=-191(LC 6), 9=-363(LC 10), 6=-363(LC 11) • Max 6v4ht77(LC 311, 3Z7(LC 34), 7=625(LC 1), 9=631(LC 22), 6=631(LC 23) • FORC S. jl11) - Maximtm CompreSs•)MI%1%ximum Tension TO4 t FIERO 1-2=-99/629 0-10=-98/i9,01E-11=-44/89, 3-11=-40/103, 3-12=-40/93, 12-13=-44/80, 413=-98/70, 4-5=-64/50 BOT c' pgp 1-14! 4(44, 3-14=-4/4,.945. -4/44, 8-15=-4/44, 7.8=-4/44, 7-16=-4/44, 6-16=-4/44, 6-17=-4/44, 5-17=-4/44 WEP • 3-7=-5371356, 2-9=-601/ •••••452,• 4-6=-601/452 •• • • • • • • NOT/ES•••• •••• •• •• 1) Un8 lanced roof live loads haviVieposconsidered for this design. 2) Wired: ASCE 7-10; Vult=175mph:3-'record gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. II; Exp C; Encl., Ge !. era; MWF)ZS jg4hlope) automatic zone and C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 6-0-8, Exterior(2) 6-0-8 to 9-0-8, Interior(1) 12-0-8 to 13-10-19 zone•+C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gryl5f5t=1.60 ••• . • ••• 3) Plates checked for aplu8 or minus 0 degree rotation about its center. 4) Gable requires c8ntinuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 1, 98 Ib uplift at joint 5, 191 Ib uplift at joint 7, 363 Ib uplift at joint 9 and 363 Ib uplift at joint 6. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Job ITruss , 00101 Truss Type 1Qty Ply -'M-2 DEVELOPMENT I15H15 . IV22 IValley 11 1 Job Reference (optional) . FORT DALLAS TRUSS CO. LLC., MIAMI, FL., wcampos 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:21 2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-z6HIHbZRz1AQEEpOrCgJ9pgB_XAgP6sMVN6ERbyjcS 11-0-8 22-1-0 10 11-0-8 X3'00 i_72 2x4 11.3 2x4 2 N 11 4x5 = 3 12 11-0-8 X5-2 0.210-2.2 244 II 13 Scale • 1:34.7 0.411•!••: Job Truss 'Truss Type 1Qty 15H15 V26 Valley 1 FORT DALLA$ TRUSS CO. LLC., MIAMI, FL., wcampos 13-0-8 13-0-8 4 Ply M-2 DEVELOPMENT 1 00111 Job Reference (optional) 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:23 2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-vUP3iHaiVeRBTXznydjnEEmUoKrGt?5fyhbLWUyjc } 26-1-0 13-0-8 4x5 = 4 Seal* • 1:41.0 t*:44 _•5_ • t 4 4 4•_•_•••••WY• •- . • • 4 4. 4 •_5 •••_• :• 5 ,OOJ•_• • 054 .1 J- :•:Q•_❖L_i • •:$•3_•_•_OQ•!•ZQ �� :OHO J•3:5 4"!•S0O� �Oi}•„ ••••: -•.PJ_� Q:OJ.• •51.16:1A:4••444.41.:•55:444•••••••••••••••••••••••• 3x4 17 12 11 2x4 11 3x4 18 10 2x4 11 26-1-0 19 9 8 3x4 = 2x4 11 20 3x4 26-1-0 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES CodeFBC2010/TP12007 CSI. TC 0.64 BC 0.61 WB 0.14 (Matrix) DEFL. in floc) 1/deft Lid Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 83 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (1b/sizq).2j251/26-1-0, 10=564/26-1-0, 12=771/26-1-0, 8=771/26-1-0, 7=251/26-1-0 Max Horz1=109(LC 101 • Max Ufili)tl105(LC 6), 30=448(LC 6), 12=-436(LC 10), 8=-436(LC 11), 7=-115(LC 7) Max G16v1=3y4(LC 30), 113 564(LC 1), 12=781(LC 22), 8=781(LC 23), 7=314(LC 34) • •••••• •••• FORCES. (ib) - Maximum ComprevJQrt(Mnximum Tension TorIcinges 1-13=-1150/69, 2-13=-61 12-3=-117/137, 3-14=-65/147, 4-14=-62/160, 4-15=-62/142, 5-15=-65/129, 5-6=-117/119, 6-16=-17/64, 7-16=-70/17 BOACHORB 1 -17=x15/74,'12 -17=-15P71$? 1-12=-15/74, 11-18=-15174, 10-18=-15/74, 10-19=-15/74, 9-19=-15/74, 8-9=-15/74, 8-20=-15/74, 7-20=-15/74 WEB4.... 4-10,498/3{3, 2-121.-623/486, 6-8=-683/486 • • NOTES'-••• •• • 1) UAbaAaP ed roof lite ?dads have tfeknL•bnsidered for this design. 2) Wirt!: ASCE 7-10; VtaIt=175mph 43rseoond gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=10ft; Cat. 11; Exp C; Encl., GC i=0.18; MWFR (envglope) aatttnatg0 zone and C -C Exterior(2) 1-2-3 to 4-2-3, Interior(1) 4-2-3 to 10-0-8, Exterior(2) 10-0-8 to 13* -a -V Interior(1).1�i6.04 /o 21-10-13 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO44i1 60 •• • 3) Plates ch cked for a.plrs or minas O•degree rotation about its center. 4) Gable requires cantfiygds bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 Ib uplift at joint 1, 148 Ib uplift at Joint 10, 436 Ib uplift at joint 12, 436 Ib uplift at joint 8 and 115 Ib uplift at Joint 7. 7) This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard rJob tTruss 'Truss Type �15H15 IV30 GABLE FORT DALLM TRUSS CO. LLC., MIAMI, FL., wcampos 15-0-8 f53 2x4 No.2 8= 22.t0-2.7 1-12-2x4410 2-12 0 0 10-12-2x i OOi O�•OJJJPOJ�O i•�•�D!PJOJ� J�S!JJ� • • .SIOP�OS•�i!J�IO�SO•O�I.IO�IPJi OJIJOii•O�•Sld� i. Jw06•i O� PIIO• i•POOOQ. 15-0-8 5x6 3 16 3-4 2x4 �� ty Ply 1 iM-2 DEVELOPMENT 00121 Job Reference (optional) � 7.600 s Oct 3 2014 MiTek Industries, Inc. Thu Aug 27 16:11:25 2015 Page ID:wbEsQHHJxK61 KjfRw2bsshynxKl-rtWp7zcyl Ghsir6A421FJfrrx8YWLvdxP?4SaMyjc S 30-1.0 15-0-8 4x5 = 4. 17 5x8 4-11 2x- 0.3 3.2.0 3-13 2x 0.3 1-8-7 5-9 2x4 N .3 1-8-7 No.2 8-95 Scale • 1:47.3 19 14 3x4 5x8 = 20 13 2x4 I I 12 3x6 = 30-1-0 10 3x6 = 2x4 II 7 40-2x4Ne2- 21 6.8 8 22 5x8 = 3x4 30-1-0 Plate Offsets (X,Y)-{3:0-3-0,0-3-0]L[ :0-3-0,0-3-0],[8:0-1-12,0-2-0],[14:0.2-12,0-2-0) LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2010/TPI2007 CSI. TC 0.60 BC 0.56 WB 0.14 (Matrix) DEFL. in (Ioc) 1/dell L/d Vert(LL) n/a - n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) 0.00 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 98 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/sisell•1 =17/30-1-0, 11=605/30-1-0, 13=710/30-1-0, 14=529/30-1.0, 9=710/30-1-0, 8=529/30-1-0, 7=-17/30-1-0 • Max Hdr21--!127(LC 11. . • Max Upliit1=-85(LC 2?), 11t•157(LC 6), 13=-404(LC 10), 14=-280(LC 6), 9=-404(LC 11), 8=-280(LC 7), 7=-85(LC 30) • Max Gr$Yt-,0(LC 32). J1jp5(LC 1), 13=723(LC 22), 14=529(LC 1), 9=723(LC 23), 8=529(LC 1), 7=190(LC 38) • FUME.% VD)Maxim6m Com reslsidn/I ximum Tension R TOCH RD1-2=-146/641,•2-15=-1011/90,03-15=-58/114, 3-16=-112/169, 4-16=-65/182, 4-17=-65/163, 5-17=-112/150, 5-18=-10/58, 6-18=-88/34, 6-7=-84/34 BOT mg? 1 -19111 -X3186,:1419= -11/B6,•1•4-20=-11/86, 13-20=-11/86, 12-13=-28/94, 11-12=-28/94, 10-11=-28/94, 9-10=-28/94, 9-21=-11/75, 8-21=-11/75, 8-22=-11/75 • • 7-22=-11/75 WEBS • • • • 4111-51' 7343, 3-134 54i713, 2-14=-496/357, 5-9=-657/478, 6-8=-496/357 •••4r •• •- NOTES; . 1) Unbalanced roof live loads havebeen considered for this design. 2) WhibrASCE 7-10;Qyif,=,Jt5mph t3 -second gust) Vasd=136mph; TCDL=9.0psf; BCDL=6.0psf; h=left Cat. 11; Exp C; Encl., Gtipi=0.18; MWFRS (envelope) a tbmaq zone and C -C Exterior(2) 1-2-3 to 4-2-5, Interior(1) 4-2-5 to 12-0-6, Exterior(2) 12-0.6 to 15500,1nrior(1).1$,p-1Q to 25-10.11 iene;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • • • 3) The solid section of the plate is required to be placed over the splice line at joint(s) 12, 10. 4) Plate(s) at joint(s) 4, 1, 11, 13, 3, 14, 9, 5, 8 and 7 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 12 and 10 checked for a plus or minus 5 degree rotation about its center. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 1, 157 Ib uplift at joint 11, 404 Ib uplift at joint 13, 280 Ib uplift at joint 14, 404 Ib uplift at joint 9, 280 Ib uplift at joint 8 and 85 Ib uplift at joint 7. 9) This truss has been designed for a moving concentrated Toad of 200.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S)Standard • MAY, 1.4, 2012 MiTek Industries, Inc. TRUSSED VALLEY SET DETAIL TPA -VALLEY -190 GABLE ENO, COMMON TRUSS OR GIRDER TRUSS MiTek Industries, Tampa, FL GENERAL SPECIFICATIONS Page 1 of 1 1. NAIL SIZE . 3.5" X 0.131' 16d 2. WOOD SCREW 3"WS3 USP OR EQUIVALENT CO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24' 0.C. MAXIMUM) AND SECURE PER DETAILA 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 8. NAILING CONE PER NOS - 05 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. 8. BASE TRUSS ANO VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. 9 - VALLEY TRUSS TYPICAL BASE TRUSSES VALLEY TRUSS TYPICAL GABLE ENO, COMMON TRUSS OR GIRDER TRUSS SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 8" O.C. •••/f • _-4 ••••� • •• •,•! • •• •`' '. •I •1• • • • i 1- •••• ;• , • • ' �,• •••.•• • • • • • • r �,yy.• • • .41 • • • • •••• •• ••• i. • •' • • • • • • • • ibt,,1:AIL A (NO SHEATHING) N.T.S. • • • • • • • • • ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF W/ TWO USP WS3 (1/4" X 3") WOOD SCREWS INTO EACH BASE TRUSS. WINO DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED . 190 MPH MAX MEAN ROOF HEIGHT . 30 FEET ROOF PITCH . MINIMUM 3/12 MAXIMUM 8/12 EXPOSURE C WIND DURATION OF LOAD INCREASE : 1.60 MAX TOP CHORD TOTAL LOAD . 50 PSF MAX SPACING • 24' O.C. (BASE ANO VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. JOSE.M `"`? '7 ••'`� ,OrlSUiting� E' E A4tfgSreet--, , ,, ialeah, FG 33010x;-• r.Q. MAY 2 6 2015 home (305) X67 -,679;;.,4,r4+, (Florida�.P,E:A315Q9j� - 4 If 71 y' w ,.y v 4t' - t GENERAL= NOTES Trusses are not marked in any way to identify the frequency or location of temporary lateral restraint and diagonal bradng. Follow the recommendations for handling, installing and temporary restraining and bracing of trusses. Refer to $CSI - Guide to fi40d Prartice_foLHandtenor Iactor hln9. Restraining & Bracing of Metal Plate Connected Wood II11t5.5e5*** for more detailed information. Truss Design Drawings may spedfy locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the BaI- 83*** for more information. MI other permanent bracing design is the responsibility of the building designer. a _. Tee O q • _ a , a ,r:( 1' 1 / • "'a`111001CONe 41101.416.44,' 4> >r 7rf .AP lY .ta'0*A'-ME -Ar s.t•: .nary •.op, Spans over 60 ,mayrequir M cop ex permanent bracing -Please' ways consultrajtegistered a gn Professtonaf NOTAS-GENERALES Los trusses no estan ma,ados de ningun modo que identifiquela frecuencia o locakzaddn de restriction lateral yaniostre diagonal temporales. Use las recumerxfaciones de mane )°, irstaladon, restriction y arriostre temporal de los trusses. Vea el folleto BCSI - Guia de Buena Practice Man ittIn•ta Restr rr in y A iostre de los Trusses de Madera Conectados con Places de Metal*** para information mors detallada. Los dibujos de diseno de los trusses pueden especificar las bralzaaones de restriction lateral pemtanente o refuerzo en los miembros individuales del truss. Vea la hoja resumen BCSI-B3*** pare mors infomtacirn. El recto de los disenos de arriostres p -manentes son la responsaWiidad del disenador del edifido. AWARNING The consequences of improper handling, erecting, installing, re,tiaining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. IADV£RTENCIA! El resultedo de un manejo, levantamiento, instalacion, restriction y arrisotre incorrecto puede ser la caida de la estructura o aur peor, heridos o muertos. A08..M1163 Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. Cal tirCIAJ Utilise cautela al guitar las ataduras o los pedazos de metal de sujetar para evitar dailo a los trusses y prevenir la herida personal. Cleve el equipo protectivo personal para ojos, pies, manos y cabeza cuando trabaja con trusses. A E90 Use special care in windy weather or ar power ort. es d airports. iair i a Utilise cuidado especial en dias ventosos o terra de cables electrlms o de aeropuertos. er bar s HANDLING MANEIO NOTICE Avoid lateral bending. Evite la flexion lateral. NOTICE • 2 Use proper rig- ging and hoisting The contractor is responsible for equipment. properly receiving, unloading and storing the trusses at the jobsite. Unload trusses to smooth surface to prevent damage. El contratista tiene la responsabilidad de recibir, descargar y almacenar adearadamente los trusses en la abla!Descargue los trusses en la Cierra lisp Ai fiver el dano. • • • • • • Y -'s • :•• ,.<11 504, • • ,w • •• • frtsses may be• nloaeed erectly on • • • *Eh, time of delifef+yttstored tempo an in • CEJk • contact with the ground after deliver•){ sues s• •are to be stored for more than one week, glace • • i •tefak, g of suffxie et heighebeneath tie stack • of trusses at 8' (t.1 MPG? )' (3 m) on -center • • (o.c.). • • • • Los lyses puedes tr o!scar lados dhecta,?,e to en el suelo enaQtuelito de entrega o almac'enados terlpwral to en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga bbgueando de altura arficie,te detras de la pita de los trusses a 8 hasta 10 pies en onitro (o.c). a For trusses stored for more than one week, cover bundles to protect from the environment. Para trusses guardados por mas de una semana, cobra los paquetes para protegerbs del ambiente. Refer to Bar** for more detailed information pertaining to handling and jobsite storage of trusses. • Vea el fo/leto BCSI*** para infcrmacidn mas detal- lade sobre el manejo y almacenado de los trusses en area de trabajo. Use equipo apropiado para levanter e improviser. DO NOT store unbraced bundles upright. NO almacene verticalmente los trusses sueltos. DO NOT store on uneven ground. NO almacene en Ciera desigual. • HOISTING AND PLACEMENT OF TRUSS BUNDLES - RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES (9 DONT overload the crane. -NO sobrecargue la gruia. • NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquet Q A single lift point may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top chord pitch trusses up to 60' (18.3 m) and paral- lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch trusses >60' (18.3m) and parallel chord trusses >45' (13.7 m). Puede usar un solo lugar de levantar para pa- quetes de trusses de la cuerda superior haste 45' y trusses de cuerdas paralelas de 30' o menos. Use por lo menos dos puntos de levantar con grupos de trusses de cuerda superior indinada hasty 60' y trusses de cuerdas paralelas haste 45: Use por b menos dos puntos de levantar con g mas de 60' y trusses de arerdas paralelas mas de 45: e. AWARNING Do not over load supporting structure with truss bundle. IADVERTENCIA! No sobrecargue la estructura apoyada con el paquete de trusses. 2 Place truss bundles in stable position. Puse paquetes de trusses en una position estable. rupos de trusses de cuerda superior indinada MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES NOTICE Tagline Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pito para levantar puede hater deo al truss. Towin Spreader bar 12 to 2/3 truss length TRUSSES UP TO 60' (18.3 m) TRUSSES HASTA 60 PIES Tagline Approx. 1/2 truss length TRUSSES UP TO 30' (9.1 m) TRUSSES HASTA 30 PIES Locale Spreader bar above o stinbadl mid -height Tagline Attach 10' (3 m) Spreader bar 2/3 to 3/4 truss length -0 TRUSSES UP TO AND OVER 60' (18.3 m) TRUSSES HASTA Y SOeRE 60 PIES -9. El Hold each truss in position with the erection equipment until top chord temporary lateral restraint 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 de la cuerda superior este instalado y el truss esti asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Trusses 20' (6.1 m) or less, support near peak. Soporte cerca al pico los trusses de 20 pies 0 menos. g-- Trusses up to 20' i (6.1 m) Trusses hasta 20 pies El Trusses 30' (9.1 m) or less, support at quarter points. Soporte de los cuartos de tramo los trusses de 30 pies o menos. .- Trusses up to 30' - (9.1 m) Trusses hasta 30 pies TEMPORARY RESTRAINT & BRACING RESTRICCION YARRIOSTRE TEMPORAL NOTICE Refer to BCSI-B2*** for more Information. Vea el resumen SCSI -82*** para mas infor- madon. 0 Locate ground braces for first truss directly In line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de b'erra para el primer truss directamente en linea con cada una de las filas de restrict& lateral temporal de la cuerda superior (vea is tab/a en la prdxima columna). A iRESUMFN D� �3a" 710,1:4,e. ws�,.,., DO NOT walk on unbraced trusses. NO Gamine en trusses sueltos. a Top Chord Temporary Lateral Restraint (TCTLR) 2x4 min. 90° Brace first truss - securely before erection of additional trusses. IIA EBUR ATP __ •..a . .i �.�5,yv;.Y.�r1+411':"-; ,a. ,; -i..: Zfit a 8 STEPS TO -SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES 2 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 bradng to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bradng (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de Berra. 2) Instals el primero truss y ate seguramente al arriostre de Berra. 3) Instate los proximos 4 trusses con restricdon lateral temporal de miembro corto (vea abajo). 4) instate el arriostre diagonal de la cuerda superior (vea abajo). 5) Instals arriostre diagonal para los pianos de los miembros secundarios para estabr''lice los primeros cinco trusses (vea abajo). 6) Instale la restriction lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses haste que todos los trusses est en instatados. NOTICE Refer to BCSI-B2000 for more information. Vea el resumen BCSI-B2*** para mas information. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCI6N/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES ' 0 This restraint and bracing method is for al trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and blaring of PCTs. Este metodo de restriction y arriostre es para todo trusses excepto trusses de cuerdas paralelas (Pas) 3x2 y 4x2. Vea la parte superior de la columna para la restriction y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Longitud de Tramo Top Chord Temporary Lateral Restraint (TCTLR) Spacing Espaciamlento del Arrlostre Temporal de la Cusrda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) Plywood or OSB 30' (9.1 m) - 8' (2.4 m) o.c. max. 45' (13.7 m) Concrete Block 45' (13.7 m) - 6' (1.8 m) o.c. max. 60'(18.3 m) 60'(18.3 m) - 4'(1.2 m) o.c. max. 80' (24.4 m)* 'Consult a Registered Design Professional for trusses longer than 60' (18.3 m). *Consults a un Professional Registrado de Disen"o para trusses mas - de 60 pies.�s El See BCSI-Bra*** for TCTLR optlons. 1 1 `�\� Vea e/ BCSI-82*** para las opdones de TCTLR. `It.,‘-..'*.''--. . '- --- TCTLR �� rrrPPP NOTICE Refer to BCSI-83*** for Gable End Frame restraint/bracing/ reinforcement information. Para information sobre resMcdon/ arriostre/refuerzo para Armazones Hasbales vea el resumen SCSI -8 ` Note: Ground bracing not shown for darity. ,- 10" or t Truss attachment 2 Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS 'NOTICE LATERAL RESTRAINT & DIAGONAL BRACING ARE VERY IMPORTANT ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Diagonal bracing CLR splice reinforcement Truss Member CLR Web members • 10'(3 m) - 15'(4.6 m) max. Same spacing as bottom chord lateral restraint Bottom chords Diagonal braces every 10 truss spaces 20' (6.1 m) max. Note: Some chord and web members not shown for darity. 3) BOTTOM CHORD - CUERDA INFERIOR Lateral Restraints - 2x4x12' or greater lapped over two trusses reor CLR splice reinforce - Bottom �''s• j►� chords •': �._ ` �� cho Alk Minimum 72x_ Scab block centered over splice. Attach to CUR with rninknum 8-15d (0.135x3.5') nails each side of splice or as specified by the Building Designer SECTION A -A y„ Truss Member Note: Some chord and web members not shown for darity. /Diagonal braces every 10 truss spaces 20' (6.1 m) max. 10' (3 m) - 15'(4.6 m) max. 11 a I I • -- RESTRAINT .& BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCI6N Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 NOTICE Refer to BCSI-B7**, for more information. Vea el resumen BCSI-B7*** para mors informacion. 10'3 m) or Diagonal bracing 15'(4.6 m)' s._ Repeat diagonal bracing every 15 truss spaces 30' (9.1 m) mal. sir 1111, ►• �� to �� -'�- .- (11r Apply diagonal brace o cal webs at end of cantilever and at bearing locations. Ah lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. mac. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. INSTALLING - INSTALACION [JI Tolerances for Out -of -Plane. Tolerancias para Fuera-de-Plan. Max. Bow -41- Length -0- ir- = Max. Bev Length -► Max. Bev re s �{ Length �-► r RI Tolerances for Out -of -Plumb. Tolerandas para D/50 Fuera-de-Plomada. f Ji Plumb A/ line CONSTRUCTION LOADING CARGA DE CONSTRUCCION DO NOT proceed with construction until all lateral restraint and bracing Is securely and properly in place. NO proceda con la construction haste que todas las restric- clones laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas maximas de monton. Yea el resumer BCSI-B4*** para mas information. Out -of -Plane Out -of Plumb Max. Bow Truss Length D/50 D (ft.) 3/4" (19 mm) 12.5' (3.8 m) 1/4" (6 mm) 1' (0.3 m) 7/8" (22 mm) 14.6' (4.5 m) 1/2" (13 mm) 2' (0.6 m) 1' (25 mm) 16.7' (5.1 m) 3/4- (19 mm) 1" (25 mm) 3' (0.9 m) 4' (1.2 m) 1-1/8' (29 mm) 18.8' (5.7 m) 1-1/4' (32 mm) 20.8' (6.3 m) 1-1/4" (32 mm) 5' (1.5 m) 1-3/8" (35 mm) 22.9' (7.O m) 1-1/2" (38 mm) 6' (1.8 m) 1-1/2" (38 mm) 25.0' (7.6 m) 1-3/4' (45 mm) 7' (2.1 m) 1-3/4' (45 mm) 29.2' (8.9 m) 2' (51 mm) 28' (22 4 m) 2' (51 mm) 233.3' (10.1 m) 19 NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pica Q DO NOT overload small groups or single trusses. NO sobrecargue pequenos grupos o trusses individuates. 2 Place loads over as many trusses as possible. Coloque las cargas sobre tantos trusses tomo sea posible. • • O Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. • . ALTERATIONS - ALTERACIONES • ori •_is• - Maximum ata k Haight tot Material on Trusses Material Height Gypsum Board 12' (305 mm) Plywood or OSB 16' (406 mm) Asphalt Shingles 2 bundles Concrete Block 8' (203 mm) Clay Tile 3-4 tiles high &FF • • • NOTICE Refer to BCSI-B5.*** Vea el resumen BCSI-65.*** •••• Irtio ••• • • • . • •••• • •••• • •••• •Trysitlpcing not slwwn jobelarity. • • • • • • •••• • •• • DO NOT cut, atter, or drill any structural member ohaebeds&Alless specifically permitted by the truss design drawing. ••• ••• NO mute, altere o perfore ningun miembro estructuglods intgiss, a menos que este especificamente permitido en el d( colo de` cfiseno del truss. • • • • .4A Ir • •••• NOTICE • • g Trusses that have been overloaded during• mr�tivctjpn 1Y altered without thes Truss (.(�,a • • ufacturer's prior approval may render the Truss Manuf deers limited warty :dB )nd void. • Trusses que se han sobrecargado durante fa c onstnuccon o ham sido alteradb! sin IEautor- Lzadon previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garanti'a limitada del Fabricante de Trusses. "Contact the Component Manufacturer for more Information or consult a Registered Delon Professional for assistance. To s'ew a non -printing PDF of this document, visit 01xlndustrymmR». NOTE: The truss manufacturer and truss tlagner rely of the presumption that the contractor and crane operator (t applicable) are professlonah with the capability to undertake the work they have agreed to do on any glen protea. If the contractor believes it needs assistance in some aspect of the construction pm)ect, it should seek assistance from a competent party. The methods and procedures outlined in this document are intended to ensure that the overall ORntructon techniques employed w• put the trusses irdo place SAFELY. These recommendations for handing, kntairg, restraining and tracing trusses am baud upon the collective experience of leading memo! invoked with truss design, manufacture and tretanation, but must, due to the nature of responsibilities Involved, be presented only as a GUIDE for use by a Qualified building designer or contractor. It is not intended that these 2mmme datlons be interpreted as superior to the building designer's design specification for handing, i g, kntaaing, restraMng and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bradng and prodding stability for the wails, columns, floors, roofs and all the interrelated structural budding components as determined by the contractor. Thus, S8CA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendation and information contained herein. ease 0005 005.00 6300 Enterpnse Lane • Madison, WI 53719 608/2744849 • sbdndustry.com iLACi0 JV --:REST•RICCE h,. :.:-,�: „�„a....ta� r a.-..... •w . fib: /r l • as TRUSS PLATE INSTITUTE 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 703/683-1010 • tpinst.org B1WARN11s17 130318 # OSTRE DE L OS TRUS•S sy '4