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RC-16-2286 (3)`yHurt hs yi`fr b�to. Project Address Miami Shores Village 10050 N.E. 2nd Avenue NW Miami Shores, FL 33138-0000 Phone: (305)795-2204 Parcel Number Permit No. RC-8-16-2286 Permit Type: Residential Construction Work Classification: Addition Permit Status: APPROVED Issue Date: 11/1312017 1 Expiration: 05/05/2018 Applicant 190 NW 101 Street 1131010230170 Miami Shores, FL Block: Lot: RICARD PROPHETE Owner Information RICARD PROPHETE 190 NW 101 ST I MIAMI FL 33150-1214 Contractor(s) Phone Cell Phone EJD CONSTRUCTION CONSTRACTOF (305)433-4843 (305)318-4978 In Review Date Approved:: In Review Date Denied: Type of Construction: MASTER SUIT ADDITION it Setback: Setback: lans Submitted: Yes ertificate Date: Fees Due Amount Bond Type - Contractors Bond $500.00 CCF $42.00 CO/CC Fee $50.00 DBPR Fee $31.50 DCA Fee $21.00 Education Surcharge $14.00 Notary Fee $5.00 Permit Fee $2,100.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Plan Review Fee (Engineer) $120.00 Scanning Fee $114.00 Technology Fee $56.00 Total: $3,413.50 Occupancy: Single Family Exterior: Rear Setback: Right Setback: Bathrooms: Certificate Status: Additional Info: Valuation: $ 70,000.00 Total Sq Feet: 800 Pay Date Pay Type Amt Paid Amt Due Invoice # RC-8-16-60978 08/12/2016 Credit Card $ 200.00 $ 3,213.60 11/13/2017 Credit Card $ 3,213.50 $ 0.00 Bond #: 3555 Avauaoie inspections; Inspection Type: Final PE Certification Tie Beam Bond Beam Window Door Attachment Slab Termite Letter Framing Insulation Drywall Screw Trusses Plan Submittal Roof Sheathing Spot Survey Wall Sheathing Rake Beam Footing Window and Door Buck (Fill Cells Columns Wire Lathe Review Electrical Review Planning Review Building Review Building Review Building Review Building Review Structural Review Structural Review Structural Review Structural Keview riumoing Review Plumbinq �11: K'ii!9,16KIMM!tilKi' / Applicant / Contractor / Agent Building Departme.At Copy November 13, 2017 3 Miami Shores Village Building Department \3\�� 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (30S) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION EdBUILDING ❑ ELECTRIC ❑ ROOFING UG 1 2016 BY. STD FBC 20 `� Master Permit No.CL t 6 - 22 0( Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL 7 PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS:y2c) MU-) I O I ---iT City: Miami Shores County: Miami Dade Zip: '33150 Folio/Parcel#: 11-3101 - 0r23 • O D O Is the Building Historically Designated: Yes NO -IZ Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): 1? 1CC9rd ?rD�KC, Phone#: W5 - 38q . q I (o3 Address: M NUJ 101 �i City: jY WW-n1 S-%Or� State: 117L Tenant/Lessee Name: Email: Phone#: zip: -35iSQ CONTRACTOR: Company Name: Phone#: 1805 q33 `49LB Address: 1100 1X. N23 City: W MIry-n 1 State: VL- Zip: 3`314J Qualifier Name:: VAO- `SCGY i0M1✓1..6 Phone#:BM 31$ t4q-)'9 State Certification or Registration #: O6C I515C1fjj Certificate of Competency #: DESIGNER: Architect/Engineer: N 1 A Phone#: Address: City: State: Zip: Value of Work for this Permit: $ n D 1 Square/Linear Footage of Work: Type of Work: W' Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: ff\aS�-er (�539 Specify'color of color thru tile: Submittal Fee $ 2Q' 0 Permit Fee $ -2 1 `M M CCF $ 4 2• �O CO/CC $ Scanning Fee $ it l L)° Radon Fee $ 2 • 001 DBPR $ 3 •� Notary $ c� w Technology Fee $ �' c7'b Training/Education Fee $ 14 . Cj Q Double Fee $$ Structural Reviews $ ZC7 • to i ?A- OO'D Mo •-*j I tp . UL Bond $ TOTAL FEE NOW DUE $ J !il •sue (Revised02/24/2014) Bonding Company's Name (if appli Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature 3rVl.( Signatu OWNER or AGEN The foregoing instrument was acknowledged before me this S day of QLU!�aA lA t 20 I 1p by Q ►fortrj who is personally known to me or who has produced f' 1- b L t T 6 13 " 720 was identification and who did take an oath. q b 3 _ 0 NOTARY PUBLIC: 1•�rmrw FWVEL&`+A7RP000H Seal: =* r My COMMISSION # FF 242181 a= EXPIRES: October 18, 2019 `afTf ` Bonded Thru Notary Public Under ftm ****************************** APPROVED BY # CONTRACTOR The forego U instrument was acknowledged before me this L�3 day of I" On , 20 J by k-aLc- 5CAQ &V-00& who is pe on kno to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign:_ Print: Seal: as i f � —2- b g Plans Examiner Zonin h/71? Structural Review Clerk (Revised02/24/2014) �` JJ Miami S40rej VA DAVID A. DACOUISTO, AICP PLANNAG d ZON NG DIRECTOR DEVELOPMENT ORDER File Number: Property Address: Owner/Applicant: Address: 10050 N E SECOND AVE. MIAMI SHORES FLORIDA 33138 2382 Telephone: (305) 795 2207 Fax: (305) 756-8972 PZ-02-16-201615 190 NW 101" Street Richard Prophete 190 NW 101" Street ra Whereas, the applicant Richard Prophete (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. One-story addition. Whereas, a public hearing was held on March 24, 2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: l . The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 758 sf one-story addition with a master bedroom and bath, walk in closet and a new kitchen. 2) The site shall not drain onto neighboring properties or any rights -of -way. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on -site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Changes to drainage structures approved by the Planning and Zoning Board shall require a new Page 1 of 2 DO-PZ-02-16-201615_Prophete site plan review application and review and approval by the Planning and Zoning Board. Applicant to obtain all required building permits before beginning work. 3) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 4) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 5) 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. 6) 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. 7) Ground cover shall comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf and rock of any kind is specifically prohibited. 8) Applicant to meet all applicable code provisions at the time of permitting. 9) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 24' day of March, 2016 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Absent Chairman Fernandez Absent Date DO-PZ-02-16-201615_Prophete Robert Abramitis Vice Chairman, Planning Board Page 2 of 2 f • Miami Shores Village Building Department RESPONSE TO BUILDING DEPARTMENT COMMENTS FOR PERMIT # RC16-2286 Prophete Residence Expansion & Remodel 190 NW 101st Street Miami Shores FL 33150 Written Plans Examiner Comments and Design Team Response BUILDING DEPARTMENT (7 COMMENTS) Comment 1: Health Department, DERM, Miami Dade Water and Sewer and Miami Dade Impact Fee section approval required. Response: All required county stamps / approval applicable to this permit shall be provided to the city for review / approval. C,-,d/ment 2. Sheet EX-0.0. This project should be classified as a level 2 Alteration. Level 2 Alternations should comply with chapter 8 UF the 2014 FBC Existing Building. Response: See sheet EX-0.0 with updated information regarding level 2 Alteration as per FBC, 5th Edition (2014) code -Comment 3: Provide a window and door schedule. Make sure to include the SHGC, U-Factor and glazing requirements. Response: See detail 4, sheet A-3.5 for window and door schedule including information on SHGC, U-Factor and glazing requirements. .CGomment 4: R311.7.8 Handrails. Handrails shall be provided on at least one side of each continuous run of treads or flight with four or more risers. Response: See detail 3, sheet A-2.0 showing handrails at new steps at south side ;mhtIp newaddition. See detail 7, sheet A-3.6 for handrail details. ment 5: Sheet A-2.2. Kitchen cabinet detail and notes are not legible. Response: See updated detail 2 on sheet A-2.2 .. ... . . . .. .. . .. .... ... . omment 6: Information o"1hA:pP"s*!j1o0I(J Wflect the energy calculations requirements. Response: See detail 3 sheets.A-3.0, A3.1, Ar3.2r,A-3.3, A-3.4 and A-3.6 for added notes regarding R-Wuds regblied' ec eWrgf .calculations. . .. .... .. . .... . .. .... . . . . . . . . .. . . .... . . . .. .. ... . . . .... . it Page 12 Response to Building Department Comments for Permit # RC16-2286 Di Geronimo Residence — Expansion & Remodel 190 NW 1015` Street Miami Shores FL 33150 Comment 7: Cloud in all changes, do not remove voided sheets Response: All changes for all sheets are clouded with "Rev1 ". END OF BUILDING DEPARTMENT COMMENTS STRUCTURAL DEPARTMENT (7 COMMENTS) Comment 1: Provide soil statement on compliance with section 1803, provisions of the FBC, 5rh Edition (2014) code. Response: The foundation system used in the addition is identical to the existing foundation. The loads on the foundation are similar to the loads on the addition foundation. It is our professional opinion that a soils report is not required in this case. Comment 2: Structural wind design must comply with section 1620, HVHZ. Provisions of the FBC 5'h Edition (2014), using wind speeds of 175 MPH, and exposures "C" category for Miami -Dade County, Florida. Response: The drawings have been revised, specifically calculations and construction documents accordingly. Please see the updated plans and calculations. Comment 3: Revise wind load analysis, Per 2010 ASCE-7 Standard, as referenced in item No 2 above. Update design pressures and uplift loads accordingly. Response: Design pressures and uplift loads have been updated as per your comment. Please see the revised calculations and plans for additional information. Comment 4: Provide signed and sealed by Florida Architect or Engineer, structural calculations to include but to be limited to the following elements: a) Foundation - Both isolated and continuous wall footings. b) Concrete beams and gongrele•colurgns, •• c) All bearing reinforced masonry wdll; : •: • d) Verify design of reinfca t:adirrSaioPuy wdll 4o carry the point loads of the truss girder reactions falling on wall without the use of additional reinforcements at those:locaf lgns.• f-heo:• foC •both gravity and net wind uplift loading condlions ; • . • • . . . . . . .. • • .... . .. .... . . . . . . . . . . . . .... . . . .. .. ... . . . ... . . r Page 13 Response to Building Department Comments for Permit # RC16-2286 Di Geronimo Residence — Expansion & Remodel 190 NW 101't Street Miami Shores FL 33150 e) Wind loads for all exterior doors and windows, show wind design pressures on elevations for each opening. f) Design loads for all roof framing elements, show load reactions for each member for both wind uplift and gravity (DL + LL) reactions at supports. g) Framing elements and connections designs h) Design of all ledger for roof joist and or roof truss connections and uplift anchorage, etc. i) Analysis for roof diaphragm loadings in both directions. Response: A Structural Calculation Package (8.5" x 11'7 has been submitted with this response memo for your review addressing the items requested above. Comment 5: Structural Load Calculations required to comply with Florida Administration code section 61G15-23. Original signature, date and seal are required on both sets. Response: Acknowledged. Originals signed and sealed for both sets are provided. Comment 6: Provide section or detail to show connection of the new roof framing to the existing exterior bearing walls. Response: Please see section 1/S-3.0 for the connection. Comment 7: Provide 2 copies of special inspector forms, fully executed for: a) Reinforced masonry per section 2122.4 of FBC 5th Edition (204) code. b) Miami Dade County Administration Code, Article II, Section 8-22 1) Soil Compaction 2) Prefabrication truss erection of trusses over 35 foot long or over 6 foot high per (Refer to attached copy of the inspection form). Response: See inspection forms provided as requested. .. ... . . . . . .. END OF.STRtLCTMt GCUMENTS . . . . . . . . . ... . ... . ... .. . . . . . . . . . . .. . . . . . . . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. . . ... . . . ... . . Page 14 Response to Building Department Comments for Permit # RC16-2286 Di Geronimo Residence — Expansion & Remodel 190 NW 101" Street Miami Shores FL 33150 PLUMBING DEPARTMENT (1 COMMENT) Comment 1: Pending DERM and Health Department. Response: All required county stamps / approval applicable to this permit shall be provided to the city for review / approval. END OF PLUMBING COMMENT ELECTRICAL DEPARTMENT (1 COMMENT) Comment 1: Need Electrical Permit application. Response: See electrical permit application provided as requested. END OF PLUMBING COMMENT END OF RESPONSE COMMENTS TO VILLAGE OF MIAMI SHORES PERMIT COMMENTS .. ... . . . .. .. . ......... . . ... . •.. . .•. . • . • • .. . .... ... . . •• . • . • 004 .• • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • { FIF( 1 CSk' a �� ,K_ _ pxj�_.� ^"�.� ���,-.5��..: Uv' '" i�.,l�j'� �4"jt��i'.rT�E, `6-� " �•�+ �;Ll`i� ? - •�►,�Sr_ ��..,7�-;��.— � IiY�,:r������'���`�.`y�}*�i rx}-p�r• 1 ����_ i��N+���i��i�' �,��,L��`�^6�F?L.L�"'��ra�7r wry ^ � � ..�t7�,c,�� �5���a;. Certificate of Completion Miami Shores Village 10050 N.E. 2nd Ave, Miami Shores, Florida 33138 `t x J, Tel: 305-795-2204 Fax: 305-756-8972� Building Inspection Department ' Description: MASTER SUITE ADDITION Bldg. Permit No. RC-8-16-2286 Y Contractor r �' Permit Type Building (Residential) EJD CONSTRUCTION CONSTRACTORS T �^ & INVESTMENT CORP Owner RICARD & MARLEINE PROPHETE Subdivision/Project Date Issued 12/18/2018 Construction Type V-B Occupancy R-3 =' Type Square Footage 800 Flood Zone X Location If the building is located in a special flood hazard area documentation of the as -built lowest floor , elevation or lowest horizontal structural member has been provided and is retained in the records of 190NW101 ST p � Miami Shores, FL Miami Shores Village. This certificate issued pursuant to the requirements of the Florida Building Code certifying that at the ,5�►`ORES time of issuance this structure was in compliance with the various ordinances of the jurisdiction ; regulating building construction or use. , 1 Building Officials Approval Not Transferable POST IN A CONSPICUOUS PLACE Ismael Naranjo, CBO LOCATION MAP N.T.S 1 N.W 101ST STREET— N. W 100TH TERRACE— - LEGAL DESCRIPTION. THE WEST 75 FEET OF LOTS 1,2,3 AND 4 IN BLOCK 3 OF BONMAR PARK ADDITION, ACCORDING TO THE PLAT THEREOF, AS RECORDED IN PLAT BOOK 24 AT PAGE 71 OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA. CERTIFIED TO. • RICARD PROPHETE AND MARLEINE PROPHETE SURVEYOR'S NOTES. 1. The above captioned property was surveyed and described based on the above legal description furnished by client. 2. This certification is only for the lands as described, it is not a certification of Title, Zoning, Easements, or Freedom of Encumbrances, ABSTRACT NOT REVIEWED. 3. There may be additional restrictions not shown on this survey that may be found in the Public Records of this County. Examination of ABSTRACT OF TITLE will have to be made to determine recorded instruments, if any affecting this property. 4. Ownership subject to OPINION OF TITLE. S. Type of Survey: BOUNDARY SURVEY. 6. Location and identification of utilities on or adjacent to the property were not secured as such information was not requested. 7. Unless otherwise noted, this Firm has not attempted to locate Footings and/or Foundations (underground). B. This BOUNDARY SURVEY, has been prepared for the exclusive use of the entities named hereon. The Certificate does not extend to any unnamed party. 9. Precision of Closure 1:7500 Suburban Class Survey. 10.13earings shown are assumed and are based on the South Right of Way Line of N.W 101st STREET, Being N 87" 52' 16" E. 11.Record and Measurement calls are in substantial agreement, unless noted otherwise. ELEVATIONS NOTE. (IF REQUESTED AND SHOWN). 1. ) 0.00' Indicates existing Elevations. 2. ) 'Elevations are referred to the National Geodetic Vertical Datum 1929. FLOOD ZONE INFORMATION. PROPERTYADDRESS:190 N.W 101st COMMUNITY NAME: MIAMI SHORES, VILLAGE OF 120652 BENCHMARK INFORMATION COMMUNrTY MAP: PANEL NUMBER: SUFFIX: BENCHMARK: DESCRIPTION: 12086C 0302 1 L MAP REVISED: FLOOD ZONE: I BASE FLOOD ELEVATION: ELEVATION: I LOCATION: SHEET: 1 OF 1 SHEET(S) DESIGNED BY: I DRAWN BY: Y. Fernandez DATE: 11-20-2018 CHECKED BY: Jose M. Rives PROI. Na. III 1 RnA7S SCAB: 1 ,, - 7n, GII MIAMI LAND SURvEYDRS•LAND PLANNER5 i 7725 S.W. 129TH COURT Miami, Florida 33183 JOSE M. RIVES Jr. 0 ne P.S.M. No. 6685 • L.B. No. 7836 QIurveas PHONE: (786) 486-8W8 FAX: (305) 382-4334 FL 331S0. CERTIFICATION: BY: (P.B.24 - PG.71) BOUNDARY SURVEY Scale: 1" = 20' (P.B.24 - PG.71) (P.B.24 - PG.71) (P.B.24 - PG.71) THIS NOT A VALID CERTIFICATION WITHOUT THE SURVEYOR'S ORIGINAL SIGNATURE AND RAISED EMBOSSED SEAL PRESENT LEGEND AND ABBREVIATIONS _ PG. = PAGE. N.T.S. = NOT TO SCALE P.B. = PLAT BOOK B.O.B. = BASIS OF BEARING = CENTER LINE I.D. = IDENTIFICATION FOR FIRM LOSE M. RIVES Jr. No. = NUMBER A/C = AIR CONDITIONER P.S.M No. 6685 (TYP) =TYPICAL = WOOD POWER POLE STATE OF FLORIDA A=DELTA R=RADIUS REVISIONS: (PROJECT No.:IDATE: •ffa• fw•wa f f • ar•f• •.••f c� s Notice of Preventive Treatments for Termites (As required by Florida Building Code (FBV) 104.2.6) Krypton Pest Control Co. 2215 West 78 Street, Hialeah, Fl. 33016 Dade: (305) 828-2999 / Broward: (954) 779-1535 190 NE 101 S T REET.MIAMI SHORES.FL. 33138 Address of Treament or Lot/Block of Treatment 12/03/18 10:30 A.M. RAUL RODRIGUEZ Date 11'ime Applicator CYPER TC CYPERMETHRIN 20 GALLONS Product used Chemical Used (active ingredient) Number of Gallons Applied 0.2.5 % _ _ 80 LF Percent Concentration Area "Treated (Square feet) Linear Feet treated ADJOINING SLAB Stage. of "1'rcatincnt (Horizontal, Vertical, Adjoining Slab, Retreat ol' Disturbed Area) As per 104.2.E If soil chemical barrier method For termite prevention is used, final exterior treatment small be Completed prio.- io ;final building approval. If this notice is for (lie final exterior treatment, initial wmd (late this line 12/03/18 ek-.' MUEngineers, Inc. 3440 NE 12th Avenue (j (j Oakland Park, FL 33334 n g i n e e rs, Inc. Phone: (954) 324-4730 CA#:29348 www.MUEngineers.com December 3, 2018 Building Department • 10050 NE 2Id Avenue ••• ...... Miami Shores Village, FL 33138 '• •• ...... . .. ...... .... ...... Reference Project Name: Ricard Prophets Residence -Special Inspections•• �•••.' ..... Project Address: 190 NW 1015L Street, Miami Shores, FL 331SO:4": 6666 Gee** • MUE PN: MUE16102003 .. .. .... ...... . Permit Number: 16-2286 � � ��••�� To Whom It May Concern: •• • Please be advised that, based on our Special Inspections of the construction of the above referenced project, it is our professional opinion, to the best of our knowledge and belief, that the structural components we inspected (including reinforced masonry walls, concrete tie beams and wood roof truss tie down installations) have been constructed in general accordance with the approved plans and specifications as required by the current Florida Building Code. If we may be of further assistance, please feel free to contact this office at your convenience. Sin4rely, 14\ Marcus Unt weger, P President .�` g 0• UNTF '�. C E IV**- No 63860 10 0 . STATE OF O R 10 S10 N A11 1" Marcus Unterweger Florida P.E.#: 063860 12/3/2018 10:55 Page I of I December 13, 2018 Miami Shores Building Department ATTN: Ishmael Naranjo 10050 NE 2"d Ave. Miami Shores, FL 33138 RE: Prophete House Insulation Permit Number RC16-2286 Mr. Naranjo, TDO Consulting, LLC 3484 Belmont Terrace Davie, FL 33328 954-881-345-Z , • .... ...... •fse • •teen •i •• tote•• J ,... • e •• : •f a •fee•• • e , •e • For the City of Miami Shores' records, please note that the insulation for the Prophete home located at 190 NW 101St Street, Miami Shores was installed in accordance with the approved plans. Sincerely, Todd D Osborn, RA TDO Consulting, LLC k5IPECTION REC01RD Miami Shores Village 10050 N. E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fait" (305)756-i'972 POST ON SITE Permit NO.RC-8-16-2286 Work Classification: Addition Issue Date: 11/13/2017 Expires: 05/05/2018 INSPECTION REQUESTS: (305)762-4949 or Log on at https://bidg.miamishoresvillage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1131010230170 Owner's Name: RICARD PROPHETE Owner's Phone: Job Address: 190 NW 101 Street Miami Shor _ , FL Bond Number: 3555 Contractor(s) Phone Primary Contractor EJD CONSTRUCTION CONSTRACT (305)433-4843 Yes t �" .✓� " :1:��, LC:�i�` �%,'�'! ram_ Total Square Feet: 800 Total Job Valuation:. $ 70,000.00 WORK IS ALLOWED: MONDAY THROUGH FRIDAY, 8:OOAM - 7:OOPM. SATURDAY 8:OOAM - 6:OOPM. NO WORK IS ALLOWED ON SUNDAY OR HOLIDAYS. BUILDING AND ROOFING INSPECTIONS ARE DONE MONDAY THROUGH FRIDAY. 110 NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HAS BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT Is T'iE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YDUR ATTORNEY ORNEY BEFORE COMMENCING WORK OR RECORD" COMMENCEMENT. INSPECTION RECORD STRUCTURAL INSPECTION I DA 1 Foundation Stemwall F S!ab Columns (1st Lift) columns (2nd Lift) Tie Beam ° Ir.�,�F Truss/Rafters Roof Sheathing Bucks Interior Framing .. Insulation Ceiling Grid Drywall Firewall lWire Lath °ool Steel 'ool Deck !nal Pool -alFence 'teen Enclosure )riveway — 1 r_-iveway Base Tin Cap_ i Foof in Progress LMop in Progress Final Roof Shutters tters Attachment Final Shutters Rails and Guardrails ,.' A compliance DOCUMENTS So', Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certify ate r Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS r WINDOWS:... INSPECTION DATE INSP Attachment PUBLIC INSPECTION WORKS1 DATE INSP Excavati-n INSPECTION D/:TF INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Grou Slab Wall Rough Ceilin h� Ro I �L IPE, Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final i Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final Service Work Wi 1s ELECTRICAL COMMENTS INSPECTION DATE INSP Final Sprinkler Final Alarm PLUMBING INSPECTION DATE INSP'{ v Rough •..--L1 Water Service _ 2nd Rough Top Out . sjury Fire Sprinklers, Septic Tank Sewer Hook-up Roof Drains Gas LP 'rank Well- C�wn Sprinklers Main Drain Pool Piping Backflov, °reventor Interce-tor gins 1• �4..Yr��?4.•, k .!r 03ING COMMENTS MECHANICAL NSPECTION DATE INSP ierground Pipe -- g h I` ',,Jation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum MECHANICAL COMMENTS -- 1 F Ir1 r_'� DAVID A. DACQUISTO, AICP PLANNING & ZONING DIRECTOR DEVELOPMENT ORDER File Number: Property Address: Owner/Applicant: Address: iami S40rej viC� 10050 N.E. SECOND AVE. MIAMI SHORES, FLORIDA 33138-2382 Telephone: (305) 795-2207 Fax: (305) 756-8972 PZ-02-16-201615 190 NW 101" Street Richard Prophete 190 NW 10111 Street Whereas, the applicant Richard Prophete (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. One-story addition. Whereas, a public hearing was held on March 24, 2016 and the Board, after having considered the application and after hearing testimony and reviewing the evidence entered, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the representations made at the hearing merit consideration and are consistent with the requirements of the Land Development Code. The Board requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and the conditions agreed upon at the hearing: 1) Approval is granted as shown on the plans submitted and made a part of this approval to construct a 758 sf one-story addition with a master bedroom and bath, walk in closet and a new kitchen. 2) The site shall not drain onto neighboring properties or any rights -of -way. The plot shall provide storm drainage that detains the first one inch in natural or filtered structural facilities. The applicant is responsible for any site modifications that become necessary to maintain storm drainage on -site that detains the first one inch in natural or filtered structural facilities. The Building Official may require an architect or engineer's drainage plan and report to certify to the building official that the site will provide storm drainage that will detain the first one inch in natural or filtered structural facilities prior to the drainage work commencing on site. The installation of structures on site to control drainage shall require Planning and Zoning Board review and approval. Modifications to the drainage plan approved by the building official shall require a signed architect or engineer's drainage plan that shall be subject to review and approval of the Building Official and the Planning Director. Changes to drainage structures approved by the Planning and Zoning Board shall require a new Page 1 of 2 DO-PZ-02-16-201615_Prophete site plan review application and review and approval by the Planning and Zoning Board. Applicant to obtain all required building permits before beginning work. 3) All drainage improvements shall be installed in accordance with the approved drainage plan before final inspection by the Building Official. 4) The applicant shall repair and maintain the onsite drainage system in accordance with the approved drainage plan. 5) 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. 6) 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. 7) Ground cover shall comply with the provisions Division 17 of Appendix A, Village of Miami Shores Code of Ordinances, artificial turf and rock of any kind is specifically prohibited. 8) Applicant to meet all applicable code provisions at the time of permitting. 9) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required for development, and provide a copy of the development order to the Building Dept. The application with conditions was passed and adopted this 24t' day of March, 2016 by the Planning and Zoning Board as follows: Mr. Abramitis Yes Mr. Busta Yes Mr. Reese Yes Mr. Diaz Absent Chairman Fernandez Absent Date DO-PZ-02-16-201615_Prophete V " Page 2 of 2 Planning Board $ Miami Shores Village Building Department RECEIVED ' 1C., 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 FEB 21 201k� Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 FBC 20t1641, BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. r-IBUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION SHOP CONTRACTOR DRAWINGS JOB ADDRESS: I t?o �ow l ©1 94tA-A-t - ll7 -102- 301--7 0 the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): I Cd(d Ef0 i��IPi� Phone#: 3l6-5y9./1D Address: P70 Nw /o/ ;J� City: 071417)1 '5h6"`0 State: Zip: 33/S-2) Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Ecoll5t(dGfirP11�. Phone#:.3()S y33 qgq Address: /700 AAE- /i(S sT City: 14- M IA4M ► State: IrL Zip: 33)9 qualifier Name: �'lt'-lt���80 Phone#: 71F State Certification or Registration #: (: G C is 1601 o Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ 2-.1600 Square/Linear Footage of Work: 2.10 ZR Type of Work: IZ(j Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: ::nra55 ca help fnr►,/ n �Os Specify color of color thru tile: Submittal Fee $ Permit Fee $ CCF $ CO/CC $ Scanning Fee $ (:y4:z) Radon Fee $ DBPR $ Notary $ Technology Fee $ Training/Education Fee $ Structural Reviews $ O 1 00 Double Fee $ Bond $ (Revised02/24/2014) TOTAL FEE NOW DUE $ � . Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip 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�pbsence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. 71 /j r Signature Sign OWNER or AGENT The foregoing instrument was acknowledged before me this 421 day of F-ie120 / F by _J JCS` D PiCol�% who i ersonally kn to me or who has produced as identification and who did take an oath. NOTARY PUBLIC: Sig Print: •; =re Seal. MY COMMISSION N FF 242181 EXPIRES: October 18, 2019 Bonded rhru Notary Public Lh*rwritms CONTRACTOR The foregoing instrum t was acknowledged before me this 9A day of 20 by me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: l� Print: Seal: APPROVED BY Plans Examiner Zoning / 3 /0 Structural Review Clerk (Revised02/24/2014) L GENERAL. NOTES NOTAS GENERALES I HAND ERECTION — LEVANTAMIENTO AMANO Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the recommendations for handling, Installing and temporary bracing of busses. Refer to BM 1.03Guide _to food Practice for Connected Wood Trusses for more detailed information. Truss Design Drawings may specify locations of permanent bracing on individual compression members. Refer to the BCSI-B3 Summary Sheet - Web Member Permanent Bracing/Web ReinfQICgmOpt for more Information. All other permanent bracing design is the responsibility of the Building Designer. Los trusses no estin marcados de ning6n modo que identifique la frecuencla o Iocalizad6n de los arriostres (trading) temporales. Use las recomendaciones de manejo, instalaci6n y amostre temporal de los trusses. Vea el L&W Playas de Metaloara pare mayor informs k5n. Los dibujos de dlsefio de los trusses pueden especificar las localizadones de los arriostres permanentes en los mlembros Indlviduales en compresl6n. Vea la hoja Iesijmen miembross secundarlos (webs) pat mayor informacidn. El resto de arriostres permanentes son la responsabilidad del Disenador del Edt icio. © The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. El resuttado de un manejo, instalaci6n y arriostre inadecuados, puede ser la caida de la estructura o a6n peor, muertos o heridos. Trusses 20' or less, support at peak. _ - _ _ r n( Trusses 30' or LI less, support at quarter points. r Levante Levante de del pico los Jos cuartos trusses de 20 de tramo los pies o menos trusses de 30 pies o menos. Trusses up to 30' Trusses hasta 30' Trusses up to 20' 4—Trusses hasta 20' HOISTING — LEVANTAMIENTO QHold each truss in position with the erection equipment until temporary bracing is installed and truss is fastened to the bearing points. Sostenga cada truss en posici6n con la gr6a hasta que el arriostre temporal este instalado y el truss asegurado en los soportes. r 0 Do not lift trusses over 30' by the peak. No levante del pico los trusses de mas de 30 pies. HOISTING RECOMMENDATIONS BY TRUSS SPAN Banding and buss plates have sharp edges. Wear _: RECOMMENDACIONES DE LEVANTAMIENTO Q gloves when handling and safety glasses when POR LONGITUD DEL TRUSS cutting banding. Empaques y placas de metal tienen bordes 60' or less afilados. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANE30 Approx.1/2 i truss length Tagline TRUSSES UP TO 30' Allow no more No permita mas 0 Use special care in UtIlice cuidado than 3" of defiec- de 3 pulgadas de windy weather or especial en dfas TRUSSES HASTA 30' tion for every 10' pandeo por cada 10 near power lines ventosos o cerca de of span. pies de tramo. and airports. cables electricos o de aeropuertos, r a r r o Toe-inI EToe-ln 1" Spreader bar for _ Spreader bar 1/2 to truss bundles Tagline 2/3 truss length —� TRUSSES UP TO 60' TRUSSES HASTA 60' 0 T +,N• I 0 n I a Locate Spreader bar Arch .I. I7f Check banding Revise los empaques 1m x. LJ prior to moving antes de mover Jos above or stiffbadc max. P 9 mid -height I bundles. paquetes de trusses. 1 j Pick up vertical Levante de Ja cuerda bundles at the superior los grupos top chord. verticales de trusses. 0000 • • • • • • • • • • • JOI WEEK OR LESS MORE THAM W; WEEK • • r7f Bundles stored on the ground for one • LJ week or mor!should be raise%%tilkieldng • • • • at 8' to 10'4on centric • • • Los paquee aTma:enados en Ia terra Qor • •' • una semana o mas deben sere ellados• • con blo(WA; ✓! I o 10 pits. • • For long term storage, cover bundles to pre- vent moisture gain but allow for ventilation. Para aimacen-amiento por mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilacl6n. 8 Avoid lateral bending. — Evite la fiexi6n lateral. Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No alitlacene en uneven ground. tierra desigual. _ Spreader bar to _ Ili 3/4 truss length III TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' BRACING - ARRIOSTRE ® Refer to BCSI-B2 Summary Sheet - Truss Installa- tion and Temoo� Brae ng for more information. Vea el res6men BCSI-B2 - Instalaci6n de Trusses y Arriostre Temporal para mayor informac6n. Do not walk on unbraced trusses. No Gamine en trusses sueltos. Locate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de tierra para el primer truss directamente en linea con cada una'de las filar de arriostres laterales temporales de la cuerda superior. Brace first truss well 1— before erection of additional trusses. 4 Top Chord Temporary Lateral Bracing (TCRB) min. TRACING FOR THREE PLANES OF ROOF I ARRIOSTRE EN TRES PLANOS DE TECHO 7( This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. !J Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. I TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Lon stud de Tramo Espaciamiento del Arric stre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasta 30 pies 10 pies maximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies mdximo 45' to 60' 6' o.c. max. 45 a 60 les 6 pies m3xinlo 60' to 80'* 4' o.c. max. 60 a 80pies* 4 pies m3ximo •Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniem Para trusses de mas de 60 pies. 7f See BCSI-B2 for TCTLB options. J Vea el BCSI-132 para las opciones de TCTLB. \ «r y 7 Refer to BCSSI--B6 Summary Sheet - Gable End Frame t, `� Repeat diagonal braces. Vea el res6men BCSI-B6 - Arriostre Repita los arriostres del truss terminal diagonales. de un techo a dos agu36• Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale Jos cinco primeros trusses con espaciadores, luego los arriostres dlagonales. Repita este procedimiento en grupos de cuatro trusses hasta que todos Ins h usses esten instalados. (BOTTOM CHORD — CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. - ` 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS Web Diagonal braces every 10 truss spaces (20' max.) 10'-15' max. same spacing as bottom chord Some chord and web members not shown for clarity. lateral bracing DIAGONAL BRACING IS VERY IMPORTANT 3� 1EL ARRIOSTRE DIAGONAL ES MUY IMPORTANTE! 46 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ®Refer to SCSI-B7 Summary Sheet - Tie Iporary and Permanent Bracino for Chord 10' or 151 cord fo sjaTjrf•r Parallel Trusses for more Information. Vea el res6men BCSI-B7 - Arriostre temporal v permanente de The end diagonal trusses de cuerdas brace for cantilevered paralelas para mayor trusses must be placed informacibn. on vertical webs in line with the support. Maximum lateral brace spacing 10' D.C. for 3x2 chords 15' D.C. for 4x2 chords Diagonal braces every 15 truss spaces (30' max.) Lateral braces 2x4x12' length lapped over two trusses. INSTALLING - INSTALACION Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Length —► Max. Box Max. Bow -- ----------- -------------- Max.Bow_... Length —► �— Length ► Tolerances for Out -of -Plumb. Tolerancias para Fuera-de-Plomada j i T l n 8 I D/5o max r ,t. Plumb f/bob D/50 D (ft.) 1/4' 1, 1/2" 2' 3/4" 3' 1• 4, 1-1/4" 5' 1-1/2" 6' 1-3/4" 7' 2' 1 a 8' Max. Truss Bow Length 3/4" 12.5' 7/8" 14.6' 1" 16.7' 1-1/8, 18.8' 1-1/4" 20.6' 1-318' 22.9' 1-1/2' 25.0' 1-3/4" 1 29.2' 2' 1 >_ 33.3' CONSTRUCTION LOADING— CARGA DE CONSTRUCCION Do not proceed with construction until all bracing is securely Maximum Stack Height and properly in place. for Materials on Trusses No proceda con la construccion hasta que todos los arriostres esten colocados en forma apropiada y segura. Do not exceed maximum stack heights. Refer to BSS1--B4 Summary Sheet -Construction Loadina for more information. No exceda las maximas alturas recomendadas. Vea el res6men BCSI-B4 Cana de Construcci6n pat mayor informacibn. Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. Material Height (h) Gypsum Board 12" Plywood or OSB 1e. Aapihah shingles 2 bundles Concrete Block a" Clay Tile 3-4 flies high QPlace loads over as many trusses as possibke. Coloque las cargas sobre Lantos trusses comp sea posible. ® Position loads over load bearing walls. Coloque las cargas sobre las paredes soportantes. ALTERATIONS — ALTERACIONES © Refer to BCSI-65 Summary Sheet - Truss Damage, Jobsite Modifications and Installation Errors. Vea el res6men BCSI-85 Dafios de trusses. Modificaciones an la Obra y Emotes de In_stalad6n. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. • • • No carte, altere o perfore ning6n miembro estructurdl 4e Ids • • trusses, a menos que este especificamente permittdo en el dib jio del diseho del truss. • • • • • • • • mTrusses that have been overloaded during construction Qr• ffe?A without the Truss Manufactwat• prior approval may render the Truss Manufacturer's IimillzQwasranty null aMtvoid.• • Trusses que se han sobrecargado durante la construaltSa a ban sido afterados sill erla autorizaft! previa del Fabricante de Trusses, pueden reducir o elimi_ar Ila 9ajantia del &abrICar je oe Irusseti.• • NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the and crane jperator (if appilcable) are•aa pable to undertake the work they have agreed to do on a particular project TIP should seek any required assistance regarding construction practices from a competent party. The methods and procedures outll a to eroure that tr overall consWchon techniques em*M will put floor and roof trusses Into place SAFELY. TMse s for haridAng, no ing and bradng wood trusses are based upon the collective ftWlence of Making technical persorm n'the s irdussy, must, i� to the riaturW j responsibilities Involved, be presented only as a GUIDE for use by a qualMed B jfdNg or EreoNnh/ lytijjrh�gpbadter. It is not Intended that these remmnhedetlons be Interpreted as superior to anry design (proddM er an �rc itedt, ErglrhWr, the building Designer, the Erectlon/InstMlatlon Conoadbor or otlherMse) for I�ndiln"g�i' Ing and ng wood trusses and It dog not preclude the use of other equivalent methods for bracing and providing st�IH}y jKlr a and qj majbbe dditTrJnsd+y the truss Enection/InstaMatbn Contractor Thus, the woad Truss council of MnerR Ind the NateKure g:pre>ily disclaim arty responsibility for dm•ges adsing from the use, application, or reliance on the reeomrthendatlore and Inform coWined herein. &" WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One WTCA Center • 63DO E te" Lane • Madison, WI 53719 583 D'Onofrb Drive • Madison, WI 53719 608/274.4849 • www.woodbus.com 608/833.5900 . www.tpirst.org 61WANN11x17 031M ENGINEERING COVER SHEET This cover sheet is provided as per Florida Statute 61G15-31.003 in lieu of signing and sealing each individual sheet. An index sheet of ( 10 ) truss design are attached with the identification and date of each drawing. ENGINEER OF TRUSS DESIGN PACKAGE ULTIMATE ENGINEERING DESIGNS, INC. Armando R. Perez FL Reg. Eng. No. 28026 1811 SW 33 CT. MIAMI FL. 33145 PH:(305) 882-8826 EJD CONST - PROPHETE RES. 190 NW 101 ST MIAMI SHORES, FL Project Name: Building Authority: MIAMI SHORES, FL ROOF 30-20-0-10 psf. / WIND: 175 mph / EXP: C / Design Load. Kd:.85 / DOL= LUMBER 1.33 PLATE:1.00 / HVHZ FBC 2017 / TPI 2014 / ASCE 7-10 Building Code: (Ch 23.��4��f�a1,);r��'. trrrMoo attt�bo.t ai*►entzo�,it{nt,atfrCuY bs�ur".,a rE Lw,gY..!- {= Software Used: M I T E K 20,1,7,,.1,,r 3 '°�t�t���lcenru?tr nrc.bx ,r • Addition Attachments: Truss placementdla�rarri; T(crss.pm*iile lists • Product approvals; Val ey,c a aih& Wed *tq�- ,,:,,0 ing,h.[>n[I .,:',•,..'., ..� 1 ••••• 1:'1 t ea•..... 1 .recommeridation:y •IeluDlc:. L $r: 7T• , • • • • • • �t.L.Y.•LI,44.1[ b:,a. � • . rt�•rza+x,ia'utlr ,lu:!xr•a: »'t at rn>I,r,'.. � k1'.r., ?"..A i, Ar.•• tti+ • •n,n.,. .r< , : • ^- • • • • • • • •. �, •o� t};T+it91-: ec':.:y [, :;r•. • �.,�Lvd . sl c':r. :ar. oil 1 al•�'*. � , 1:9;it :�s:ertn•'?N. �u'fllno:. , rw"'f • • • • - �,r ',•N!+all�t."'. • • • • • • pA:17Y27C^!,U I lon''t10U1 , et9!)7Y1F ?'i1 molls-,-�it ��a a p J. }iIE.rv�' �•' N E :tltf!IL1M. l:.L �.1tN T.111'1t1L .. tRLZ lhU[L!t]MtL !.J' , •�+1►'.b A, ., � f +, :1 +�N III .,rTt >:'Y[^' � 'T^� :.fj7 '.;;. ��'' WTS l=#W? •• ;ie. , , • • • • • 1 • • • N Y lY�i1'`+i'•i` n !Fi ''S'It i`U.Ia 2�9/P Project Engineer of Record: Trusscorp International, Inc. 9590 NW 8th Ave To: Reaction Medley, FL 33178 Job Number: J1800024 (305) 882-8826 Fax: (305) 887-6008 Page: 1 Date: 02/08/18 10:37:10 Project: EJD CONST - Block No: Model: 190 NW 101 ST MIAMI Lot No: Contact: Site: Office: Deliver To: Account No: 254504030 Designer: / Name: Phone: Salesperson: Inside Sales Fax: T. Quote Number: B1800024 P.O. Number: Qty: Truss Id: Span: Truss Type: Slope Reactions: 06-11-06 Joint 2 Joint 6 4 CJ5 MONO TRUSS 2.12 264.41 495.30 -330.75-504.44 29-11-00 Joint 2 Joint 7 2 H1 HIP 3.00 1817.51 1817.51 -1060.19-1060.19 29-11-00 Joint 2 Joint 8 2 H2 HIP 3.00 1806.67 1806.67 980.27-980.27 29-11-00 Joint 2 Joint 8 2 H3 HIP 3.00 1806.67 1806.67 -962.39-962.39 29-11-00 Joint 2 Joint 7 1 H4 HIP 3.00 1806.67 1806.67 -922.93-922.93 29-11-00 Joint 2 Joint 9 - - - 2 HGI HIP 3.00 2869.56 2869.56 -1663.25-1663.25 01-00-00 Joint 2 Joint 3 8 Jl MONO TRUSS 3.00 243.13 179.45 -43.92 -59.80 03-00-00 Joint 2 Joint 3 Joint 4 8 J3 MONO TRUSS 3.00 301.00 116.82 237.16 -143.53-134.48 -37.48 05-00-00 Joint 2 Joint 3 Joint 4 17 J5 MONO TRUSS 3.00 360.76 206.96 259.83 -' -243.23-243.34 -44.14 05-00-00 Joint 2 Joint 3 Joint 4 5 J5A MONO TRUSS 3.00 822.15 199.74 229.47 954.29-122.37 SUBMITTAL WITH SPECIALTY ENGINEER see* AwgKW as submated : Subum idly 000forma b d@Ap ep�pb • 4, Accepted as noted : Substandally conform to deem apt • • . • • • • • • • • Q• • Revise as noted and resubmit: Submittal don donot conform si� to dsconcept • • • • . CI • • • Rejected: Unresponsive submittal as noted At A,• • • • • • • • • • O Stilted and uak:d rmubrrinul required • • To . • • • Accepted for record aMd) Not reviewed MU by EnBrxers, Inc. • • • • . • • • 00000 Review Is Itrnsted w venfytng the following • • • L • • %tpectftc structural submttalh, hmt stun furnlshed • . • : • • • • • 2 • • Swho,;lts....1V10d •rm; se&W tl7 ♦ spay(() enOncer • • • . • • • !• • • JWfw< 14.t) Cndt110R Ida., arldertmood the destpt intent and has used the speC160d unmmu d erin rW (NO 000000 • • • • • • • dctauw .!µkk of a Llculatkast wit► made) • • 4. • • f7kftone ...ratam vet forth is tht submittal Is utltsisttest with the structural contract documesin (No detailed a • • . i1M�s�t�of y,,...:.:lea �r ILtnesnura+ la.a made). • . • • • • • • �••trr YA •1`1'^� Ant a. ;,flute ..hat:pt atrtter And do col relietle the Sawrd Contractor / construction 011110 der from • • • • • • • • . • . • • • corrpltwtaw vti.h rw :rwl .dos-:ncnts `...ernmE codes and regulations, 711e limW contractor/ Cone uctim �yer e^%;v Rsr%M$d4e fre: connrrutng • • • • • ! all quantities, dimensions, fabrication "CkOigora. oeotdioatiy stork SUN arkn trades Ind auunng that work u performed in a safe and satisfactory tmttner. . • • MUEnSieasn, Inc...' Due: 2I1-1I19By: tm Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE CJ5 MONO TRUSS 4 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:17 2018 Page 1 ID:uCCa1 s8tZrIGMQwhzLer9XznFfe-DYXuK6906EvKdA1 EIQRWxhD7hEtAPmbITeGBU?znApry -1-5-0 6-11-6 1-5 0 6-11-6 Scale = 1:15.6 2x4 11 3 4 2.12 F12 11 Ch 2x4 11 2 1 13 6 12 2x4 115 3x4 = 6-11-6 6-11-6 Plate Offsets X -- 1:0-4-0 0-6-13 3:0-2-8 0-1-0 6:0-2-8 0-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) 0.12 6-10 >655 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.39 Vert(CT) -0.21 6-10 >386 180 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x3 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=380/0-11-5 (min. 0-1-8), 6=470/Mechanical Max Horz 2=201(LC 4) Max Uplift2=-562(LC 4), 6=-441(LC 4) Max Grav2=380(LC 1), 6=494(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-391/423 NOTES- (7) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Comer(3) -1-5-5 to 2-9-10, Exterior(2) 2-9-10 to 6-11-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 562 lb uplift at joint 2 and 441 lb uplift at joint 6. 5) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882�8826 • • • • • • • • LOAD CASE(S) Standard ; • . 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 • • • • • • Uniform Loads (plf) Vert: 1-2=-100 • Trapezoidal Loads (plf) • • • • • : • • • • Vert: 2=0(F=50, B=50)-to-3=-166(F=-33, B=-33), 3=-106(F=-33, B=-33)-to-4=-114(F=-37, B=-37), 8=0(F=10, • • • • • • • • • • B=10)-to-5=-35(F=-7, B=-7) • .. • • : • • • • • • • •••••• • • ••••• •• •• • •••••• • • • • •••••• Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE H1 HIP 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:18 2018 Page 1 ID:uCCa1 sStZrIGMQwhzLer9XznFfe-hk5GXS9QtX1 BFKcRJ7ylUvmCae4g87bAhl0kORznA r1-0 Q 7-0-0 12 4 4 17-6 12 22-11-0 29-11-0 30-11 0 1-0-0 7-0-0 5 4 4 5-2-8 5-4-4 7-0-0 1-0-0 Scale = 1:54.5 3.00 12 46 = 3x4 = 4x10 = 46 = 3 t8 4 5 19 6 2x4 II 76 17 221 0 2 7 2x4 I I 1 PB 6 0 d 3x10 = 22 13 23 12 24 11 10 25 9 26 3x10 = 3x4 = 3x4 = 5x12 MT20HS WB= 3x4 = 2x4 II 7-0-0 12-4-4 17-6-12 22-11-0 29-11-0 7-0-0 5-4-4 5-2-8 5-4-4 7-0-0 Plate Offsets (X,Y)-- [1:0-4-0,0-4-4] [2:0-1-4 Edge] [7.0-1-4 Ed a 8:0-4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.63 10-12 >557 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 1.00 Vert(CT) -1.27 10-12 >276 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.24 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 129 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. T2; 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 4-13. 5-9 WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x3 SP No.3 *Except* be installed during truss erection, in accordance with Stabilizer SB1: 2x4 SP No.3 Installation guide. REACTIONS. (lb/size) 2=1892/0-8-0 (min. 0-2-4), 7=1892/0-8-0 (min. 0-2-4) Max Uplift2=-1142(LC 4), 7=-1142(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-5410/2776, 16-17=-5347/2778, 3-17=-5323/2789, 3-18=-5207/2785, 4-18=-5206/2785, 4-5=-7002/3659, 5-19=-5206/2785, 6-19=-5207/2785, 6-20=-5323/2789, 20-21=-5347/2778, 7-21=-5410/2776 BOT CHORD 2-22=-2569/5143, 13-22=-2569/5143, 13-23=43464/7002, 12-23=-346477002, 12-24=-3465/7002, 11-24=-346517002, 10-11=-3465l7002, 10-25=-3465/7002, 9-25=-3465/7002, 9-26=-2568/5143, 7-26=-2568/5143 WEBS 3-13=-250/822, 4-13=-2103/924, 5-12=-254/255, 5-10=0/289, 5-9=-2103/926, 6-9=-250/822 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; C-C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 2-9-1, Exterior(2) 2-9-1 to 7-0-0, Interior(1) 11-2-15 to 18-8-1, Exterior(2) 22-11-0 to 30-11-7; cantilever left and right exposed ; 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) This truss has beeehtLLMgned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 4P6wide6nechanicalcegnection (by othersi of truss to bearing plate capable of withstanding 1142 lb uplift at joint 2 and 1142 lb uplift alipint 7. • • • 7) T41is truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the 'Bbftdht Chord, norll bncutrent witli Lr "ftr live loads. 8)ARMANDO R. PEREZ PE. # 28WS "u 005) 882-8826 • • • • • • LOAD CASES) Standard' : • • • • • • ••••• •• • •••• •••••• • •• •• • Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE H2 HIP 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:18 2018 Page 1 ID:uCCa1 s8tZrIGMQwhzLer9XznFfe-hk5GXS9QtX1 BFKcRJ7ylUvmlFe6d81 rAhlokORznA r1-0 Q 5 4 14 9 0 0 1411-8 20 11-0 24-6 2 29 11-0 �0-11 p 1- 5 4-14 3 7-2 5-11-8 51 1-8 3-7-2 5 4 14 1-0�0 Scale = 1:54. 3.00 12 46 = 410 = 46 = 2x4 zz-� 4 24 5 25 6 2x4 323 726 2x4 II 22 27 2x4 II 1 2 8 9 IM 0 0 28 29 13 30 12 11 31 10 32 33 3x10 = 410 = 5x10 MT20HS= 410 = 3x10 = 2x4 11 9-0-0 14-11-8 20-11-0 29-11-0 9-0-0 5 11-8 5 11-8 9-0-0 Plate Offsets X -- 1:0-4-0 0-4-4 9:0-4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.51 12 >710 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.88 Vert(CT) -1.01 12 >356 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.22 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 MiTek recommends that Stabilizes and required cross bracing OTHERS 2x3 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (lb/size) 2=1899/0-8-0 (min. 0-2-4), 8=1899/0-8-0 (min. 0-2-4) Max Uplift2=-1107(LC 4), 8=-1107(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-5915/3191, 22-23=-5882/3198, 3-23=-5836/3198, 3-4=-5213/2803, 4-24=-5066/2785, 5-24=-5066/2785, 5-25=-5066/2785, 6-25=-5066/2785, 6-7=-5213/2803, 7-26=-5836/3198, 26-27=-5882/3198, 8-27=-5915/3191 BOT CHORD 2-28=-936/1927, 2-29=-2991/5707, 13-29=-2991/5707, 13-30=-3056/5976, 12-30=-3056/5976, 11-12=-3056/5976, 11-31=-3056/5976, 10-31=-3056/5976, 10-32=-2991/5707, 8-32=-2991/5707, 8-33=-936/1927 WEBS 3-13=-736/479, 4-13=-279/762, 5-13=-1214/539, 5-12=0/281, 5-1 0=-1 214/539, 6-10=-279/762, 7-10=-736/479 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 4-9-1, Exterior(2) 4-9-1 to 9-0-0, Interior(1) 13-2-15 to 16-8-1, Exterior(2) 20-11-0 to 30-11-7; cantilever left and right exposed ; 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. This truss has been designed for a psf bottom chord live load onconcurrent with any er ve 6) Provide mechanical connection (b others) s) of truss to bearing plate.0 f withstanding uplift at joint 2 and 1107 lb uplift ... • (Y ) 9P9 p P at joint 8. • • 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points ag)ng tP9 • Bottom Chord, nonconcurrent with any other live loads. • • • • • • 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gyp%ui% 0 0 , ; • • • • • • • • sheetrock be applied directly to the bottom chord. • • 9) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 ' • • • •0000 LOAD CASE(S) Standard 0000 0 • • • • • • • •••••• • • ••••• •• •• • •••••• • ••• • •••• • • • • • • •••• • ••• • • • • • • • • • • • • • 0 0 Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE H3 HIP 2 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:19 2018 Page 1 I D: uCCa1 s8tZrIGMQwhzLer9XznFfe-9xfeloA2erA2sUBdsrT_06JSt2RbtX IJwyllYtznAp 1 0 6 0 3 11-0 0 1411-8 18-11-0 23 10-13 29-11-0 1 1 1-0 0 6 0 3 411-13 3 11-8 3-11-8 4-11-13 Scale = 1:54.6 = 3.00 12 4x6 3x4 = 46 = 4 5 6 3x4 3x4 3 24 25 7 2x4 II 23 26 2x4 II , � 1 2 8 9 o 27 28 14 29 73 30 12 11 31 10 32 33 6 3x10 = 2x4 II 410 = 5x8 MT20HS= 410 = 2x4 II 3x10 = 6-0-3 11-0-0 18-11-0 23-10-13 29-11-0 6 0-3 411-13 7-11-0 4-11-13 6-0-3 Plate Offsets X Y -- 1:0-4-0 0-4-4 9:0 4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.41 11-13 >866 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.90 Vert(CT) -0.88 11-13 >406 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.20 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 134 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-&0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x3 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1899/0-8-0 (min. 0-2-4), 8=1899/0-8-0 (min. 0-2-4) Max Uplift2=-1089(LC 4), 8=-1089(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-5908/3084, 3-23=-5869/3094, 3-24=-4713/2558, 4-24=-4649/2569, 4-5=-4546/2556, 5-6=-4546/2556, 6-25=-4649/2569, 7-25=-4713/2558, 7-26=-5869/3094, 8-26=-5908/3084 BOT CHORD 2-27=-914/1929, 2-28=-2890/5694, 14-28=-2890/5694, 14-29=-2890/5694, 13-29=-2890/5694, 13-30=-2499/4819, 12-30=-2499/4819, 11-12=-2499/4819, 11-31=-2890/5694, 10-31=-2890/5694, 10-32=-2890/5694, 8-32=-2890/5694, 8-33=-914/1929 WEBS 3-14=0/287, 3-13=-1254/639, 4-13=-274/701, 5-13=-564/257, 5-11=-564/257, 6-11=-274/701, 7-11=-1254/639, 7-10=0/287 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 6-9-1, Exterior(2) 6-9-1 to 23-1-15, Interior(1) 23-1-15 to 27-11-7; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MTV fja�es unless otherwise indicated. 5) This truss has been ddesi@ned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'Ffi&ftdb1nechanidtI` Anection (�)FjtherT of truss to bearing plate capable of withstanding 1089 lb uplift at joint 2 and 1089 lb uplift at joint 8. • • • • . • 74V"tyi§s has b>Sgyfesoned for anj giving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurr(nt with aoy A er live loads. 8 0 R. PEWZ PE. # 2802b-101t. 1305) 882-8826 LOQQ PO;E(S) Sttgdod : • • • • • • ••••• • • •••••• •••••• • •• •• • •••••• • • • • Job ss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE rH4 HIP 1 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:19 2018 Page 1 I D: uCCa 1 s8tZrIGMQwhzLer9XznFfe-9xfeloA2erA2sUBdsrT_06JQv2Rtta 1 JwyllYtznAp L1-0.Q 6-11-13 12-11-4 16-11-12 22-11-3 29-11-0 a0-11-p 1-0.0' 6-11-13 511-7 4-0.8 511-7 611-13 11 Scale = 1:54. 4x6 = 4x6 = 3.00 F12 4 5 3x4: 23 24 3x4 3 6 2x4 II 22 25 2x4 11 1 2 7 8 v c$ Ire 0 0 26 27 73 28 12 29 11 10 30 9 31 32 3x10 = 2x4 11 3x4 = 5x8 MT20HS= 2x4 11 3x10 = 3x4 = 6-11-13 12-11-4 16-11-12 22-11-3 29-11-0 6 11-13 5-11-7 4.0 5-11-7 6-11-13 Plate Offsets X Y -- 1:0-4-0 0-4-4 , 8:0-4-0,0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.49 9-10 >736 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.95 Vert(CT) -0.90 9-10 >401 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.20 7 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 127 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-12, 6-10 OTHERS 2x3 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1899/0-8-0 (min. 0-2-4), 7=1899/0-8-0 (min. 0-2-4) Max Uplift2=-1050(LC 4), 7=-1050(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-5803/2884, 3-22=-5758/2896, 3-23=-4253/2255, 4-23=-4173/2266, 4-5=-4072/2262, 5-24=-4173/2266, 6-24=-4253/2255, 6-25=-5758/2896, 7-25=-5803/2884 BOT CHORD 2-26=-863/1921, 2-27=-2691/5586, 13-27=-2691/5586, 13-28=-2691/5586, 12-28=-2691/5586, 12-29=-1965/4072, 11-29=-1965/4072, 10-11=-1965/4072, 10-30=-2691/5586, 9-30=-2691/5586, 9-31=-2691/5586, 7-31=-2691/5586, 7-32=-863/1921 WEBS 3-13=0/351, 3-12=-1774/764, 4-12=-170/547, 5-10=-170/547, 6-10=-1774l764, 6-9=0/351 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -1-0-7 to 1-11-9, Interior(1) 1-11-9 to 8-8-5, Exterior(2) 8-8-5 to 21-2-11, Interior(1) 21-2-11 to 27-11-7; cantilever left and right exposed ; 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) 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 1050 lb uplift at joint 2 and 1050 It! uplift • • • • • • ego*:* at joint 7. • • • . • • • 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points alon%tpg • • • •• • • •• •••••• - Bottom Chord, nonconcurrent with any other live loads. • 8) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 • • • • • • • • • LOAD CASE(S) Standard • • •••••• • • ••••• •• •• • •••••• • • • • • • • • • •••••• • • • • • •• • •• • • • 0 0 Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE HG1 HIP 2 2 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:20 2018 Page 1 ID: uCCa 1 s8tZrIGMQwhzLer9XznFfe-d7DOy8BgP9lvUempQY_DZKrZZSrsczl T9cVr5KznAp r_t O Q 5 0 0 10.0-10 14-11-8 19-10-6 24-11-0 29-11-0 1-0 I-0-0' 5-0.0 5-0-10 4-10-14 410-14 5-0-10 5-0-0 1-0-1 Scale = 1:54. 3.00 12 410 = 46 = 46 = 5x8 MT20HS= 4x6 = 46 = 4x10 = 3 23 4 5 6 7 24 8 2x4 II 4x10 2x4 II 9 10 It v 1 2 X� A Li )d d 25 26 16 27 15 28 14 13 29 72 30 11 31 32 3x4 = 5x6 II 46 = 7x10 MT20HS WB = 46 = 5x6 II 3x4 = 2x4 11 5-0-0 10.0.10 14-11-8 19 106 24-11-0 29 11-0 5-0-0 5 0.10 4-10-14 4-10:14 5-0-10 5 0 0 Plate Offsets X,Y -- 1:0-4-0 0-4-4 2:0-5-8 0-0-31,[3:0-3-4,0-2-01,[6:0-4-0,Edge) [8:0-3-4,0-2-01,[9:0-5-8 0-0-3] [10:0-4-0 0-4-4 11:0-3-9 0-2-8 16:0-3-9 0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.83 14 >431 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -1.64 14 >219 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.18 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 311 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-9 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x3 SP No.3 *Except* SB1: 2x4 SP No.3 REACTIONS. (lb/size) 2=2944/0-8-0 (min. 0-1 -8). 9=2944/0-8-0 (min.0-1-8) Max Uplift2=-1767(LC 4), 9=-1767(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10682/6001, 3-23=-10586/5983, 4-23=-10586/5983, 4-5=-15989/8935, 5-6=-15989/8935, 6-7=-15989/8935, 7-24=-10586/5983, 8-24=-10586/5983, 8-9=-10682/6001 BOT CHORD 2-25=-5702/10335, 2-26=-5707/10343, 16-26=-5707/10343, 16-27=-8779/15989, 15-27=-8779/15989, 15-28=-9931/18185, 14-28=-9931/18185, 13-14=-9931/18185, 13-29=-9931/18185, 12-29=-9931/18185, 12-30=-8779/15989, 11-30=-8779/15989, 11-31=-5707/10343, 9-31=-5707/10343, 9-32=-5701/10335 WEBS 3-16=-990/2010, 4-16=-5698/3038, 4-15=-92/537, 5-15=-2345/1186, 5-14=-15/431, 5-12=-2345/1186, 7-12=-92/537, 7-11 =-5698/3038, 8-11 =-990/201 0 NOTES- (12) 1) 2-ply truss to be connected together with 16d (0.131 "x 3.5") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections havebeen provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3W&ibalanced roofty(t 1pacis have been coVidered for this design. 4) Mind: ASCE 7-10; Vult=175mph (4-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., Gepi=0.18; C-Cr'xte4&: , -1-0- to 9`?-15, Interior(1) 9-2-15 to 20-8-1, Exterior(2) 20-8-1 to 24-11-0; cantilever left and right Vtobte&; LumberIDOL=4.60 plategAp 961-=1.60 5)oProvidedidequate drainage to preYgrlyvptipr ponding. 6) I1!iPh%J are MT20 plates unless otherwise indicated. 7) his truss has been desiOned fore 1tt%f bottom chord live load nonconcurrent with any other live loads. 8)e&ldbinechaniceMconnection (by"*Ys) of truss to bearing plate capable of withstanding 1767 lb uplift at joint 2 and 1767 lb uplift a/pnta9. • • •••••• 9),TP,Vras has be&Pdt9iIned for% movingg concentrated load of 200.Olb live located at all mid panels and at all panel points along the BoRRom Chord, nonconcurrent with arty oiRer live loads. 10) Order carries hip Cnd with 5-0-01"tetback. 1 *)iieagec(s) or other convection 4vice(s)Jhall be provided sufficient to support concentrated load(s) 465 lb down and 203 lb up at 0 24-11 p, and 48511btl8ln and 203 lb upa at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the e oesponslbility of others. *09 1 2-) ARMA14DO R. PE 2F? JPE. # 28026 *Ph: (305) 882-8826 • • • LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-100, 3-8=-158(F=-58), 8-10=-100, 2-16=-20, 11-16=-32(F=-12), 9-11=-20 Concentrated Loads (lb) Vert: 16=-350(F) 11=-350(F) Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE AMONO TRUSS 8 1 Job Reference o tional Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:20 2018 Page 1 I D: uCCa 1 s8tZriGMQwhzLer9XznFfe-d7D0y8BgP9lvUempQY_DZKdGSzgc8JT9cVr5KznA -1-0-0 1-0-0 1-0-0 1-0-0 Scale = 1:6.2 3.00 F12 3 2 2x4 11 0 Cq A 0 4 9 3x4 = 1-0-0 1-0-0 Plate Offsets X Y -- 1:0-4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.14 Vert(CT) -0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x3 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed. during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=217/0-8-0 (min. 0-1-8), 3=6/Mechanical Max Horz 2=70(LC 4) Max Uplift2=-269(LC 4) Max Grav2=293(LC 9), 3=160(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 2. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard • •••••• • •• •••••• • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • • • • • •••••• Job Truss Truss Type Qty Ply 190 NW 101 ST MIAMI SHORES, FL PROPHETE J3 MONO TRUSS 8 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:20 2018 Page 1 ID:uCCa1 sBtZHGMQwhzLer9XznFfe-d7D0y8BgP91vUempQY_DZKrk5S—Gc8JT9cVr5KznAp -1-0.0 3.0.0 1-0.0 3-0-0 3 Scale = 1:9.0 3.00 12 2 2x4 II 1 10 4 3x4 = 9 3-0-0 3-0-0 Plate Offsets X Y — 1:0-4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.07 Vert(LL) -0.01 4-8 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.11 Vert(CT) -0.01 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (lb/size) 3=108/Mechanical, 2=299/0-8-0 (min. 0-1-8), 4=51/Mechanical Max Horz 2=133(LC 4) Max Uplift3=-122(LC 4), 2=-317(LC 4), 4=-23(LC 4) Max Grav3=108(LC 1), 2=337(LC 9), 4=234(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=15ft; Cat. Il; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever lefl and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable -of withstanding 122 lb uplift at joint 3, 317 lb uplift at joint 2 and 23 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •••••• •••• • • • • •• • •• • •••••• • • • • • ••••• •• • •••• ••••• • • •••••• •••••• • • •••••• • •• • • • • • • ••• • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • 0 Job Truss Truss Type Qty Ply 19O NW 101 ST MIAMI SHORES, FL PROPHETE J5 MONO TRUSS 17 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:20 2018 Page 1 I D: uCCal s8tZrIGMQwhzler9XznFfe-d7DOy8BgP9lvUempQY_DZKdaSxvc8JT9cVr5KznAp -1-0-0 5-0.0 J + 1-0-0 5-0-0 3 Scale = 1:11. i 3.00 F12 2x4 11 2 1 10 4 3x4 = 9 — 5-0-0 Plate Offsets X Y — 1:0-4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) -0.05 4-8 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.26 Vert(CT) -0.09 4-8 >641 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 18 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=202/Mechanical, 2=412/0-8-0 (min. 0-1-8), 4=85/Mechanical Max Horz 2=197(LC 4) Max Uplift3=-236(LC 4), 2=-406(LC 4), 4=-36(LC 4) Max Grav3=202(LC 1), 2=412(LC 1), 4=258(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; C-C Exterior(2); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 3, 406 lb uplift at joint 2 and 36 lb uplift at joint 4. 5) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) ARMANDO R. PEREZ PE. # 28026 Ph: (305) 882-8826 LOAD CASE(S) Standard •••••• • •• •••••• • •••• • •• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• Job Truss Truss Type Qty Ply 1 0 NW 101 ST MIAMI SHORES, FL PROPHETE J5A MONO TRUSS 5 1 Job Reference (optional) Trusscorp Int., 9590 NW 89 AVE, Medley, FL Run: 8.130 s Sep 25 2017 Print: 8.130 s Sep 25 2017 MiTek Industries, Inc. Thu Feb 8 15:01:21 2018 Page 1 ID:uCCa1 s8tZrIGMQwhzLer9XznFfe-5JnPAUCIASQm6oL0_FVS6XOqusJULbZcNGEOdmznAp — -4-0-0 5-0-0 4-0-0 5-0-0 Scale = 1:17. 3 3.00 F12 10 2x4 II 2 12 4 1 11 3x8 = 5-0-0 5-0-0 Plate Offsets X Y -- 2:Ed a 0-0-4 5:0-4-0 0-4-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.04 4-9 >999 360 MT20 244/190 TCDL 20.0 Lumber DOL 1.33 BC 0.17 Vert(CT) -0.04 4-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP M 30 *Except* MiTek recommends that Stabilizers and required cross bracing 02: 2x3 SP No.3 be installed during truss erection, in accordance with Stabilizer LBR SCAB 1-3 2x4 SP M 30 both sides Installation guide. REACTIONS. (lb/size) 3=118/Mechanical, 2=865/0-8-0 (min. 0-1-8), 4=15/Mechanical Max Horz 2=299(LC 4) Max Uplift3=-94(LC 4), 2=-1016(LC 4) Max Grav3=208(LC 5), 2=865(LC 1), 4=227(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-923/524 BOT CHORD 2-11=-563/900 NOTES- (7) 1) Attached 9-4-3 scab 1 to 3, both face(s) 2x4 SP M 30 with 1 row(s) of 16d (0.131"x 3.5) nails spaced 9" o.c.except : starting at 3-1-15 from end at joint 1, nail 1 row(s) at 4,, o.c. for 3-1-f. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; C-C Exterior(2) -4-0-7 to-1-0-7, Interior(1) -1-0-7 to 0-8-9, Exterior(2) 0-8-9 to 4-11-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 3 and 1016 lb uplift at joint 2. •••• 6)•TJVJryl s has bge�n,c ejigned for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with asy other live loads. 7) AOVIANDO R. Pf-REJ•PE. # 28(926 rtt (305) 882-8826 • •••••• •c•eard L;Z UjE(S) Stan• ••••• •• • •••• ••••• • • •••••• •••••• • •• •• • •••••• • • • • • • • • • • 00 1 /23/2018 Florida Building Code Online B �x BCIS Home p Login User Registration Hot Topics i Submit Surcharge Stats & Facts Product Approval :USER: Public User t i■ C Product Approval Menu > Product or Application Search > Apolication List > Application Detail FL # FL17236-R2 Application Type Revision Code Version 2014 Application Status Approved 1a Publications I FBC Staff BCIS Site Map links s Search *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952)898-8635 ewalden@mii.com Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Erin Walden ewalden@mii.com Jim Collins, P.E. 14305 South Cross Drive Suite 200 Burnsville, MN 55306 (952)898-8602 jcollins@mii.com Todd Asche 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952)898-8602 tasche@mii.com Structural Components Wood Connectors Evaluation Report from a Product Evalylation•Entity • • • ICC Evaluation Service, LLC • • • • • • • ICC Evaluation Service • • • • • • 12/31/2020 • • • • Terrence E. Wolfe P.E • • • • Validation Checklist - Hardcopy ReNve FL17236 R2 COI Certification of IndependenV for E�pluation,pdf Standard • • • M • • AF&PA N.D.S 2012 • ASTM D7147 2011 Equivalence of Product Standards Certified By hftDS://www.floridabuilding.orq/pr/pr_app_dti.aspx?param=wGEVXQwtDgvOQpGQvtVmPSGTNLwfc9CXOF%2blmyKDS5StnO4h9BWY7A%3d%3d 1/4 1/23/2018 Sections from the Code Florida Building Code Online • • : • • • • Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Product Method 1 Option C 06/05/2015 06/05/2015 06/14/2015 12/12/2017 j FL # Model, Number or Name Description 17236.1 BN264, BN284 Breakfast Nook Hanger i Limits of Use Installation Instructions ` Approved for use in HVHZ: No FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).Ddf i Approved for use outside HVHZ: Yes I Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Requires supplementary connection for minimum 700# Evaluation Reports uplift for use in HVHZ. FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).odf 17236.2 FTC1, FTC1F, FTC2, FTC2F, FTC32 --...__._..__._.._.._.._._._..._......._.. ... ........................ _ _ -- - ._.._._...._._ Floor Truss Clip .._........ -_......... _........... r- Limits of Use Installation Instructions i Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).odf !17236.3 GT2T4B, GT2T6B, GT2T8B, GT3T4B, Girder Truss Hanger i GT3T4BH, GT3T6B, GT3T6BH, GT3T8B, GT3T8BH, GT4T4B, GT4T4BH, GT4T6B, GT4T6BH, GT4T8B,GT4T8BH,GT5T8BH -.......... ............... -.._.._..__.-.-..- --- -- --- - -----..._.__ ..._............ --._._.._..... __..__... -- -- ------ ----- - Limits of Use Installation Instructions Approved for use in HVHZ: No FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ: Yes anchors) odf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).Ddf i' 17236.4 GTU40, GUT80, GTU100 Girder Truss Hanger ----._,_._._._ ........ _..............._.....__....__... _- ........ .... ...._..---------..._.. -- .._._... Limits of Use -- ....... .......... -_ ._..._._.._... - ....._..__...-- -------- Installation Instructions j Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ: Yes anchors).Ddf IImpact%6istant: N/A Verified By: ICC Evaluation Service, LLC Desigg P12 sure: N/A Created by Independent Third Party: Other: • Evaluation Reports i • • • • • • FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS • • • • anchors).odf i •••• 17236.1i• • • • HCPRS Hurricane/Seismic Anchor Limitseat At Installation Instructions AppfdVeWfer use in HVHZ: No FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS AppLved for use outside HVHZ: Yes anchors) pdf Impact Resjstant: N/A Verified By: ICC Evaluation Service, LLC Design•Pressure: N/A Created by Independent Third Party: Other: • • Evaluation Reports 17236.6 HGA10 FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).Ddf Hurricane Gusset Angle -------------------_-- _ .... ....... ..._.__....._._._._._._._____._..._..._ Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS Approved for use outside HVHZ: Yes anchors).odf https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvOQpGQvtVmPSGTNLwfc9CXOF%2b[myKDS5StnO4h9BWY7A%3d%3d 2/4 1 /23/2018 Florida Building Code Online Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTQ HCPRS anchors).Ddf ---- —_ -- 17236.7 -—_—__..._._._._..._-_...._........_.._..._......._._.._.. __..._ HHCP2 •__. _._ _ _---------_ _.__•------__.—___--___..._. Hurricane/Seismic Anchor Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN DSC FTC r_,T GTi i HCPRS anchors).pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS anchors).pdf 17236.8 t. HTHJ26-18, HJC26, HJC28 Hip/Jack Connectors Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448 (13N DSC FTC GT GTU HCPRS anchors).odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).Ddf i 17236.9 LDSC4L/R, DSC4L/R Drag Strut Connectors Limits of Use Approved for use in HVHZ: Yes Installation Instructions FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).12df Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448 (BN DSC FTC GT GTU HCPRS anchors).Ddf E 17236.10 tRT3A, RT4, RTS, RT6 RT7,RT7A, Strap Rafter Tie T10, RT15 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).Ddf Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Other: Created by Independent Third Party: Evaluation Reports i FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchor0A2df 17236.11 RTBA, RT16A, RT16-2, RT20 Strap Rafter Tie Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN DSC FTC GT GTU HCPRS anchorsl,pdf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchors).odf .... 117236.12 SBP4, SBP6 Limits of Use Plate • • • Installation Instructions• • • • • •i : —• • •T — • • • • ( Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448,.JQjnSC FTC GT GTU HCPRS• anchors).r)df ' •" Verified By: ICC EvaluatioN9ervica, LLC : • • • • • Created by Independent ThIMM?ty: ' • �: • Evaluation Reports • • • • • • FL17236 R2 AE ESR-344>;•�OSC FT11V 46 HCPR9 • • • Approved for use outside HVHZ: Yes Impact Resistant. N/A Design Pressure: N/A C Other: anchors).Ddf ._...___.-_._......_._...._-._._.._._.._...•.Wr 17236.13 STC24, STC26, STC28 .__ ._ f--__T-_T_ • Scissor Truss Clip 000000 Limits of Use Installation Instructions • • • : • • • • Approved for use in HVHZ: Yes FL17236 R2 II ESR-3448... (BN DSC FTC r3 U1iCPRS anchors).Ddf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Design Pressure: N/A Created by Independent Third Party: Other: Evaluation Reports FL17236 R2 AE ESR-3448... (BN DSC FTC GT GTU HCPRS anchofs).Ddf https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmPSGTNLwfc9CXOF%2bimyKDS5StnO4h9BWY7A%3d%3d 3/4 ESR-3448 I Most Widely Accepted and Trusted Page 13 of 19 TABLE 9-1 JC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS''''' DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS (in.) (lbs.) STOCK NO. STEEL GAGE Carrying Truss Carried Trusses Uplift 5 Download 4 qty Jack Hip Total W H D Qty Type T e yp Jack Hip Co=1.0 I Co=1.15 Co=1.25 CD=1.6 CD=1.6 Co=1.6 HTHJ26-18 18 57/e 5 5 16 16d common 5 7 16d common 2,190 2,520 2,740 1,045 745 1,790 HJC26 12 6 5'/8 3'/4 16 16d common 7 5 10d common 2,385 2,740 2,980 — — 1,840 HJC28 12 6 71/e 31/4 20 16d common 8 6 10d common 2,980 3,425 3,505 — — 1,840 For Si: 1 inch = 25.4 mm, 1 lb. = 4.45 N, 1 psi = 6,895 Pa. 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. AAllowable loads are for installations in wood members complying with Section 3.13.2. Wood members must also have a reference compression perpendicular to grain design value, F,.P.,p, of 625 psi or greater. 3See Section 3.13.3 for required fastener dimensions and mechanical properties. 4Aloowable downloads are the total allowable download for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and 25% is distributed to the jack truss. Allowable uplift loads on the HJC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined, and assume that 75% of the total load is distributed to the hip truss and 25% is distributed to the jack truss. HJC HTHJ Tyylud f4JCMI i otauwon TyF -- i-1JG# fiFt:# Ins lli tia>ri `trip r view .. .. . ....... •• • • • •• ••• •• FIGURE 9—HJC AND HTHJ HIP JACK CONNECTOR see : * a 0 e : 0 0 • • • • • • • • • • • • • • • • ••• • • • • ••• • • • • • • • • • • •• •• • • • •• •• • • • ••• • • • ••• 12/4/2017 Florida Building Code Online ZCO) '•. , 'yidi t° f BCIS Home Log In ; User Registration Hot Topics Submit Surcharge i Stats & Facts j Publications FBC Staff BCIS Site Map Links Search i � r71 Product Approval USER: Public User .are Product Approval Menu > Product or Aoolication Search > Application List > Application Detail +7f� FL # FL16294-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah, FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer � Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Vipin N. Tolat Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Jesus Gonzalez, P.E. Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Cert;fied By Sections from the Code Validation Checklist - Hardcopy Received• • . • FL16294 R2 COI scan0205.odf • • • • • • • Standard • • AISI 5100 ASTM D1761 • • •• •• NDS • 2010 pD6• • • 2012* • http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 1/3 12/4/2017 Product Approval Method Florida Building Code Online Method 1 Option D Date Submitted 08/31/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 09/27/2017 Summary of Products FL # Model, Number or Name Description 16294.1 AB5, AB7, NVHC 37, Tables 16 and 18 gage angle Clips and 5 way grip clip 117 Limits of Use I Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 II scan0349.pdf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 R2 AE scan0349.pdf Created by Independent Third Party: Yes ................ ___3_.................. _....... ___........_....__._.........__....._.__..__._.___.._..____.__..____..._._.....__..___._...__-____ i 16294.2 ': NVBH 24 and NVUH 26, Tables 2 and Joist hangers 1 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 16294.3 I NVHCR, NVHCL, NVSTA, NVHTA Tables 9,10,11 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Installation Instructions FL16294 R2 II scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scan0349 odf Created by Independent Third Party: Yes 18 gage Hurricane clips and 14 gage single and double straps Installation Instructions FL16294 R2 II scan0349.pdf Verified By: Vipin N. Tolat, P.E. PE 12847 Created by Independent Third Party: Yes Evaluation Reports FL16294 R2 AE scanO349 odf Created by Independent Third Party: Yes .__........._....._._._._._.-----._.__— 16294.4 NVJH, NVSO Tables 12 and 13 r ___.... _.._....---.--..._._......_._...._..__...._.-.... — ........ ._..__..... _..---._. .... _..... _._---...--------- __.._._.....___...__.___..._—_.—__.__.__. 18 Gage and 16 Gage Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 II scan0349.pdf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A ( Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports I Other: FL16294 R2 AE scan0349.pdf Created by Independent Third Party: Yes 16294.5 NVRT, Table 4 ............... _.... _........ __....._.......-..... _...... 14 Gage Flat and twisted rafter ties. Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 R2 II scan0349.pdf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 i Impact Resistant: N/A i Created by Independent Third Party: Yes d Design Ilrssure: N/A Evaluation Reports H Othery FL16294 R2 AE scan0349 odf 1 • _ Created by Independent Third Party: Yes i 162945 1 NVSNP3, NV 358, NV 458, Tables Skewed Nail Plate and 14 Gage double straps. 16,7,8 f•••• Limits of Use Installation Instructions Appro`4dUr use in HVHZ: Yes 1 FL16294 R2 II scan0349.Ddf i AppRrilATar use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Im act Resistant: N A P / Desigg Pressure: N/A Created by Independent Third Party: Yes Evaluation Reports j Other:• • 00 FL16294 R2 AE scan0349.Ddf Created by Independent Third Party: Yes 1 .�' —..... _.._._......... ._.............__.....---.......... _................. _......._.................._.._._..........._._.... _....... ......._........... 16294.7 NVSTA, NVHTA Tables 20 and 21 14 Gage Single and Double Straps — E i Limits of Use Installation Instructions I Approved for use in HVHZ: Yes FL16294 R2 II scan0349.pdf I Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 http://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgsNc735fObMioeamUj2H6Ua5RMbdlbKpWg6jzTCOd%2baiQ%3d%3d 2/3 VIPIN N. TOLAT, P.E. 15123 Lantern Creek Lane, 77068-3831 TEL: 281-444-9183 Fax: 281-444-9184 Email: vtolat@sbcglobal.net ENGINEER'S EVALUATION REPORT # NU0413A CATEGORY: Structural Components SUB CATEGORY: Metal Connectors REPORT HOLDER: NUVue Industries Inc; 1055 E. 29"' Street. Hialeah, Ft., 33013 www.tiu-vueindustries.com nun uet'a'),bellsouth.net Phone: 305-694-0397 Fax: 305-694-0398 1.0 EVALUATION SCOPE: Compliance with 2014 Florida Building Code- Building and Residential C 2.0 PRODUCT DESCRIPTION: Refer to tables I through 21 of this report for Product name, size, size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 STRUCTURAL SPECIFICATIONS: 1. Steel shall conform to ASTM A653, SS grade 33, min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653. 2. Allowable loads mid fasteners are based on NDS 2012 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2012. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, 1.15 and 1.25 per table 2.3.21 of NDS 2012. Design loads do not include 33% increase for steel and 0 ..... concrete. 5. Concrete in Tic beams shall be min. of 2500 psi. Concrete Masonry, Gt8ut And mortar in concrete masonry shall be min. of 1500 psi. Concrete masoner*v Xall comply with ASTM C90. 0000 00 6, Combined load of Uplift, Ll and L2 shall satisfy the following equatAV*9 o* *000 &-ctuad—UPAW + Actual 1.1 + Actual 1.2 <=L0 Allowable Uplift Allowable L I Allowable L2 % Page 2 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog. The information in this report superced6s any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc, (PT) Atec Associates lnc(Atec) and PSI Inc and signed and: sealed calculations in conformance with PBC 2014 by VipnN. Tolat, P.E. Tests conducted do conform to ASTM D 1761- 2006 and AISI 5100-2010 and calculations for design loads conform toNDS 2012. Product tested NVT.A/N VTAS NVTA/NVTAS NVTA,/NVTAS NVTA/NVTAS NVTA/NVTAS NVl3H 24 NVtJH 26 NVRT NVXf NVRT NVTH/NVTHS NVSN.P3 NV358 NV458 NVHCL/R NV STA/NTVHTA,TIV STA-H/NVHTA NVJH24,26,28 NVSQ236 NVTP4 •... •••••• NVTP411 .. • '.NVHC43,43/2 ' •..•A137 •• ••0 .'•*tWHC37 .. .... ...►E 1 ..... ... RKE:2 • ...... ...... . . . . . Test #/Test lab 02-3938/PT 024073/PT 02-4074/PT 02-4075/PT 31.22456.0002/ATEC; 02-4096/PT 024095/PT 03-4177/PT 03-4202/PT 03/4270,4271 /PT 04-4698/PT 03-4482/PT 03/4543/PT 03-4590/PT 03-4625/PT -H 04-4641,4642/PT 03-4385,86,87/P'i. 03-4349,57,58/PT 03-4303,44/PT 03-4345,43/PT 70-02-94-00381/ATEC 05-5195,95A/PT 05-5196,96A/PT 03697.0001 /ATEC 05-561,2/PT 06-5622/PT Date Tested 8/6/02 11 /6/02 11 /6102 11 /6102 7/6/02 12/3/02 1 /17/03 2/3/03 2/19/03 3/?7/03 4/15/04 ,9115103 12/19/03 12/31/03 1 /21 /04 3/17&.3/22/04 5/30/03 5/133/ 19,5/20/03 4/21; 5/l/03 5/2, 5/5/03 11/27/95 2/ 15/08 2/15/08 11 /27/96 3/20/06 5/l/06 NVTHJ26 04-4995/P'I` &:138-9E 013-01 /PSI 1 /31/05&2/7/89 NVTIIJ28 04-4996,11"T& 138-96013-051PSI 1/31/05&12/2/89 Page 3 6.0 'DESIGN: l Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable leads are based on allowable stress design per NDS. 2. Capacity of wood members is not covered by this report. Allowable loads shall not exceed the capacity of wood members. Capacity of wood members shall be checked by Engineer/Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 C'ODITIONS OF USE: 1. NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified to section 1.0 of this report. 2. Design loads must be less than the al-lowable loads shown to all the tables of this report. 3. The connectors must be manufactured. identified and installed in accordance ,with this report and the nuanufacturer's instructions.. 4. Products covered by this report are manufactured by NuVue industries .Inc in Hialeah, Florida under a quality control program with inspections by NAMI Inc having State of Florida license # QUA 1789. a VipinN.Tolat,P.:E. ••'��CENs��'� Florida P.E. # 12847 No. 1284 8/3I/2015 a 7{ s s r+ STATE OF a vntlnu0413A y'. ,� •• jLJ� d 4 ~ �`s,���'1 �; « : gyp'' ; �C�'�� ` � .... • jx�li£t 3kii �4L . • • • •• • TABLE 9 HURRICANF rL IP5 Product Code Description PNaod•r GaugeIbs Faetaner• 10d x W .J.W Allowable I LWA Loads I Li t.2 MVHCR HURRICANE CUP — RIGHT 18 B 8 525 253 . 333 N441CL HURRICANE CUP — LEFT 18 6 8 $25 253 333 For Uplift, use two clips, one on each side to comply with section 2321.7 of the F8C Cp=1.6 for Uplift, Lt & L2. TABLE 10 NVSTA—Single Strap Total No. of Fasteners In Strop 10d x 1)J" Total No. of fasteners in 20 GA. Seat 10d x 1)r" Allowable Loads (lbs) F'c-2500 Psi Up"t Lt L2 S 6 13M 700 1049 8 6 1426 760 1144 7 6 1549 823 1239 8 9 6 61 1664 1763 887 ago InS I4'%A `C; -1.6 for Uplift; L1 & 1-2. 0 o r4f 1,41 sr o Side 'Aew 20 GA. Seat 140 NVTH 14i`I 1X ••••►+ •• f1 g • • Pin . • Cdn7r tI t UPLIFT Slot 0.!Fx Y g , PN a3a •g••g• ✓ NVHTA y& • • •• •: tk2� •eggs• 44H g g • • • ra\ZIA. gjZb{ see • gg••• • e•+•• • • • • • • • g Reinforced Concrete • • • • • �•— U• beam Yin. 2#5 • g :6:**: Top R bottom or reinforced • L„`1 Concrete block WON ••egg• • e • • •••••• • • • • • • • • •o • •s • 00 TO dWd TABLE 11 H 1� 4' Min. Concrete UPLIFT Embedment. Reinforced Concrete +`— tie boom Win. 205 Top & bottom or reinforced Concrete block wall WEB BRACING RECOMMENDATIONS ' MMMUM1RUSS V= F01iC9(bs;){S.as tau 7) BRACE , 24" O.C. 4aro.C. • 72` Q-C. BAYBRE BRACING MATERt1►L TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYpF A B C D A 8 0 D. C D 10ro 1610 im 1886 >teza � ✓rt�" '4r(-�� •✓ sti�:" ;� :. �. ... , '�'i1e:;,��''�f sr F �` 1672 p1i68. lr-V 1042 167d1 ¢ s ,a 6i48 8148 . 47f;61. 4;1l 7D74 v IF.V i160 1.147 80141 ~a `� . w v�•; L ,{'�,�, y 1170 .1179 • iS-0'. 1006 1769 h... sst66' 11866 • � . ," ,� t� 1!!-0" 864 iD48 1046 167p �°t+li5{•�''�'•:fii 'r .�• • tip, �� �Q:_r ,0. 944 1414 1680 •1.684. ➢B>IG., •�, ; �'rJY '6�p�ilia> b1meewndMbe~ tvetd oldhrponxb. i TYPE BRACINGIMATERIALS +. c otlAt 4RwwwTo nur�n �LATw-, +Aoernea�ettrante LHa0Y1MeMa1LM 1rrTON BYAt11Mts� • f x4e8).4eep a 17/pgii.91R�}TCNeAlIRa1e�ON41ieAAI.eIMt� tacofiltewst+o+aa •: a aul4otur.s�r��+fef1►1O��,ttto,pppdio�urirrwt�s+mANo � .� tut��ae A 'OR• w �4o�Mb i�uwM ' iX40LlWRF,HF,BPF) AraAexeto a+ t+oepArRlfOf8,ltOdpAllMBIMGNf+f�sdiii AIk1/+10110.'N1WIMMAOLU f11 NltNtad ER 4, ON ad4J01/A+A s x a sa, etq 001191 left; oF,14F, oA BP) a SC11 ATLigRalAT111NiN10: a attA+vtcitliawropq Arn oe Comm C : x4 p, 81q CONBf (BPF, GF,1#', oA t3Pf �rru�wn MOWN a ar • w��staraeur �.,�t Y,�wpsrtao +n, n� oR •.wt•nwaPufewsnarrs D lXBAOASEITBR(1 ,vF,W,0Rsn 7.'MrolPa+oRlueoBemooAAws�orGilwnla�Ct7rlGlf06 a TAf�.Ai�PVAl1MMi�A1t�OlAD01.r1.18 ___ __ •I iy�t`]al.w•..�t, �7.J.y 1�? r'�li 8 �m1stIDR k ptbvlded ais t►eoornnm[�an to.11edei.kt•the . Nnt fa .. haft of 11a Aldhri W WN web �ud�oviymrWlodbe mq h d! b ft 06* Int w be WWto pwfd+ agedtmi web bWl ". 00MTWUOW WES& AESTRAW7 s-tod MAU (BEE NOTE 4) . a • , . . .. .. . ...... ARMANDO R. PEREZ ....:. AW 2626 PL 145 , • 1@I)AM�, (806) Z1 ., • DATE Y'f�'All, WEB L-BRACE pETgIL ' Note. LL-8 f to be �vr�fa<na�i�tMuous -Breoe size NO a Nd s chg prgidod L•brace ix4 or 8 i�d ,8• a.a must cover 80%. of wkbrgfh. bC4; 6, or 8 .18d 8' o.o. • Note: Nall elate enure• 'ot L•Braos • (OrtTiMo-PO Nd to Both Pass) for O*k Time s adGontinuous • Ao'wa.afi�.n�rab8i�clnp . Nab' Web She i 2 24 or, IX4 ++t t W . . 1X6 +•• • /� ' •ZX8 . 2X8RIY '"*.DIRECT SUSST MlOM NOT AKkAME, ' SPAClNt3 I L•BRACE • Nds � 6eallon Detail \ . . :..••• .. •• . L-Araoe mast be same BPI gwo (owl ae Web• member, • • • •• • ww • • • L-Qraca Stzs . for 7Wo-'Ply Truss ape fied corthmus Rows of Lateral i3raoing Web Size' 1. .z. W or2rc4 W .:. ZX8 RRR, MI ' « DIRECT BUBB rIMION NOT APLMBLE. ARMANDO R: PEREZ PE. # 28028 1811 SW 33 G MIAN)�i:; 145 !305}-N 443 .0