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DGT-16-413 Inspection Worksheet Miami Shores Village 10050 N.E.2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-252904 Permit Number: DGT-2-16-413 Scheduled Inspection Date: March 03, 2016 Permit Type: DeckslGazebos/Trellises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: LESCOT, GEORGES Work Classification: Pergola Job Address:9125 NE 4 Avenue Miami Shores, FL 33138-3118 Phone Number (305)915-6037 Parcel Number 1132060140090 Project: <NONE> Contractor: THE PATIO DISTRICT Phone: (786)518-2307 Building Department Comments WOOD PERGOLA PT PINE 16 X 23 ATTACHED 2 WOOD Infractio Passed Comments COLUMNS INSPECTOR COMMENTS False Inspector Comments Passed Eg� Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid March 02,2016 For Inspections please call: (305)762-4949 Page 14 of 44 3 16-413 Miami Shores Village A. Pei w "ypet " 6iiiifeloillso 10050 N.E.2nd Avenue NE ' Pe'"' r Olaf SSI tCai3!?;Pergola Miami Shores,FL 33138-0000 Permit atahrs:APPREI'Ei3" `tiBsa� Phone: (305)795-2204 fi RIt3A. t � 12Ole Expiration: 08/21/2016 Project Address Parcel Number Applicant 9125 NE 4 Avenue 1132060140090 Miami Shores, FL 33138-3118 Block: Lot: GEORGES LESCOT Owner Information Address Phone Cell GEORGES LESCOT 9125 NE 4 Avenue (305)915-6037 MIAMI SHORES FL 33138- 9125 NE 4 Avenue MIAMI SHORES FL 33138- Contractor(s) Phone Cell Phone Valuation: $ 6,000.00 THE PATIO DISTRICT (786)518-2307 .. Total Sq Feet: 368 Approved:In Review Available Inspections: Comments: Inspection Type: Date Approved::In Review Slab Date Denied: Final Type Const:Pergolas Additional Info:WOOD PERGOLA PT PINE 16 X 23 P Framing Classification:Residential Scanning:0 Footing Scanning:0_ Review Planning Review Structural Review Building Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $3.60 DBPR Fee Invoice# DGT-2-16-58691 $2.51 02/23/2016 Check#:6631 $263.62 $50.00 DCA Fee $2.51 Education Surcharge $1.20 02/16/2016 Credit Card $50.00 $0.00 Permit Fee $167.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $12.00 Technology Fee $4.80 Total: $313.62 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS 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. Futhermore,I authorize the above-named contractor toothe work stated. February 23, 2016 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy February 23,2016 1 /P Miami Shores Village uilding Department FEBF18 NIS 10050 N.E.2nd Avenue,Miami Shores, Florida 33138 13Y: Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 �"` FBC 201 Li BUILDING Master Permit No.-D6-1 16 — Ll V PERMIT APPLICATION Sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP �t n CONTRACTOR DRAWINGS JOB ADDRESS: 9I2t5 IVF. q a Y`fAGI Q� City: Miami Shores County: Miami Dade Zip: 3 3 v Folio/Parcel#: 1 1320 fp01 f(2o9D Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleho``l}der):Gey es Le.sc,6 Phone#: Address: gt 2c7 I Ve � Aic c, City: m�Qmm shores State: Y-L• Zip:c33�3 3 Tenant/Lessee Name:: ��rr��//t� Phone#:T%-EtS-2-90--I Email: %Q1 ome.Ca�ILU( ti aSt-f(cy 'cbm CONTRACTOR:Company Name:The P it, 1-/lktri& Phone#: 'AG-L:A%-2.A077 Address: A 05 NU) 19 Me ,1 City: iLl m C n / {�,, State: .• Zip: f3�;2 1 2c'��1 Qualifier Name:rn Q r a` Vla!nc 1CJlZ•�r_ Phone#: State Certification or Registration#: [`1�C.1 l7 O271P Z(0 Certificate of Competency#: DESIGNER:Arch itect/Enginee r: � igor cef Da Phone#: �2 2529 2 Address: �1�� foniiQr� City: rn�„ � Stater' Zip:, 3172 Value of Work for this Permit:$ 6 li000•00 Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: 0 od Fe q 0 10 Pf • 1 IT G�lu�n Specify color of color thru tile: Submittal Fee$ �. 3•63Permit Fee$ CCF$ CO/CC$ fD Scanning Fee$ Radon Fee$ 0 DBPR$ 1 Notary$ Technology Fee$ 4- ' Training/Education Fee$ L Double Fee$ Structural Reviews$�� Bond$ 0 TOTAL FEE NOW DUE$ pO�L (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address _ City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this —it day of T-Lb ,201 Lp by 1� day of IF-eb- 20 W by (-re-0 a.f- joeSUOt who is personally known to %gri Q S Q Ill't CK9-1,who is personally known to me or who has produced—VL as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print: Print: tar ILI Seal: Se g►I`' KARLA A G Y KAARLA A MONEY -'� MY COMMISSION 0 MY COAAMISSM 0 EE869W X407)388-0159 P.." Maui,„3> Jess Service 000 APPROVED BY WH 2-t �Q- Plans Examiner Zoning �Z Structural Review Clerk (Revised02/24/2014) i I STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 .��we ` 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 SANCHEZ, MARIA THE PATIO DISTRICT 1238 JASMINE CIRCLE WESTON FL 33326 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CGC1522626 I'SSUM 10/06/2014 serve you better. For information about our services,please log onto www.myfloridalicense.com. There you can find more information CERTIFIED GENERAL CONTRACTOR about our divisions and the regulations that impact you,subscribe SANCHEZ, MARIA to department newsletters and learn more about the Department's THE PATIO DISTRICT' initiatives. Our mission at the Department is:License Efficiently, Regulate Fairly. We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, IS CERTIFIED under the provisions of Ch.489 FS. and congratulations on your new license! Expiretion date:AUG 31,2016 L1410060000297 DETACH HERE RICK SCOTT, GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD w° p CGC1522626 ;�3 ` The GENERAL CONTRACTOR } Named below IS CERTIFIED �yoDNe� Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 R] _o SANCHEZ, MARIA ?1 THE PATIO DISTRICT 3305 NW 79 AVE DORAL FL 33122 �. �LK ISSUED: 10/06/2014 DISPLAY AS REQUIRED BY LAW SEQ# L1410060000297 4 �. { fi i u e s 55 I i tri r :44: 7 flam" Eli N � oippp .eco CERTIFICATE OF LIABILITY INSURANCE DATE(MM/2D/YYYY) 02/12/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(ies)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Hemisphere Insurance Group A/CNNo Ext: (305)501-2801 ac No): (305)553-9010 11401 SW 40 St Ste 340 -MAIL hemisphereinsgrp@aol.com Miami,FL 33165 INSURENS)AFFORDING COVERAGE NAIC# Phone (305)501-2801 Fax (305)553-9010 INSURERA: UNITED SPECIALTY INS COMP INSURED INSURER B: FWCJUA LUXAPAVERS LLC DBA THE PATIO DISTRICT INSURER C: 3305 NW 79 AVE INSURER D: MIAMI,FL 33122 (786)200-5923 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. LTR _ TYPE OF INSURANCE NSR VDBRI POLICY NUMBER POLICY EFF POLICY EXP LIMITS GENERAL LIABILITY EACH OCCURRENCE $ 1,000,000.00 DA AGE TO FRETED COMMERCIAL GENERAL LIABILITY PREM SES Ea oNccurrence $ 100,000.00 ❑ ❑ CLAIMS-MADE ❑ OCCUR DCG00029-01 MED EXP(Any one person $ 5,000.00 A Y Y 07/15/2015 07/15/2016 ❑ PERSONAL&ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000,000.00 GEN'L AGGREGATE LIMIT APPLIES PER. PRODUCTS-COMP/OP AGG $ 2,000,000.00 ❑ POLICY ❑ PRO ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea accident ❑ ANY AUTO BODILY INJURY(Per person) $ ALL OWNED SCHEDULED❑ AUTOS AUTOS BODILY INJURY(Per accident) $❑ NON-OWNED PROPERTY DAMAGE HIRED AUTOS ❑ ❑ AUTOS Per accident $ ❑ _ ❑ _ __ $ _ ❑ UMBRELLA LIAB ❑OCCUR EACH OCCURRENCE $ ❑ EXCESS LIAB ❑CLAIMS-MADE AGGREGATE $ ❑ DED ❑ RETENTION$ $ WORKERS COMPENSATION ❑� W RY L T T ❑OTH- AND EMPLOYERS'LIABILITY Y/N ER --- ANY PROPRIETOR/PARTNER/EXECUTIVE 0G05427 E L EACH ACCIDENT $ 1,000,000.00 B OFFICER/MEMBER EXCLUDED? ❑ N/A N 06/14/2015 06/14/2016 (Mandatory In NH) E.L.DISEASE-EA EMPLOYE $ 1,000,000.00 If yes,describe under DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,000.00 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,if more space is required) CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES BUILDING DEPT. THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES,FL 33138 AUTHORIZED REPRESENTATIVE ©1988-2010 ACORD CORPORATION. All rights reserved. ACORD 25(2010/05)QF The ACORD name and logo are registered marks of ACORD 02-16-' 16 10;37 FROM- Patio District 3054775130 T-941 P0001/0001 F-545 CERTIFICATE OF LIABILITY INSURANCE93ATFIMMI0btVYYY) F 02/12/16 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW, THIS CERTIFICATE.OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the pol;cy(ies)must he endorsed. If SUBROGATION IS WAIVED,subject to_ ._ the terms and conditions of the policy,certain policies may require on endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NAME: Hemisphere Insurance Group PHONE FM- (305)501-2801 (305)553-901 D 11401 SW 40 St Ste 340 AFOL tLemisphareinsgrp[�aol.com _ Miami,FL 33165 µ� INSURER(31 AFFORDING COVERAGE NAIC9 _ Phone 305 501-2801 Fax 305 553-9010 INSURERA; UNITED SPECIALTY INS COMP INSURED INSURER B: FWCJUA LUXAPAVERS LLC DBA THE PATIO DISTRICT INSURER C: 3305 NW 79 AVE MIAMI,FL 33122 (786)200-5523 INSURER E: _ ____ INSURER F COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES,LIMIT$SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. _ tw TYPE OF INSURANCE ADDL 51.1013POY EFF ICY ( — — POLICY NUMBER M LICPO LIMITS_ _ GENERAL LIABILITY EACH OCCUkRENCG s 1.00 © COMMERCIAL GENERAL LIABILITY PREMISES Eaoccnenoa s 100,000.00 A ❑ ❑ CLAIMS-MADE R] OCCUR Y Y DCGO0029-01 07/15/2015 07/15!2016 MED EXP(Anyone Don s 5,000.00 ❑ PERSONAL is APV INJURY $ 1,000,000.00 _ El — GENERAL AGGREGATE sr 2,OU0 00� 0.00 GEN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS,COMP/OP AGO s 2,000,000.00 ❑ POLICY ❑ PRR. ❑ LQ( y — AUTOMOBILE LIABILITY EOMaBttJ�EnSINGLE UMI $ i__i ANY AUTO BODILY INJURY(Por peron) ❑ AUTOS NEO AUTOS ULEO BODILY INJURY(Per accident) S ❑ HIRED AUTOS ❑ 1 AUTOS PROPERLY MAGE $ n Paraccdan _ , ❑ UMBRELLA LIAS ❑OCCUR --- TACH OCCURRENCE $ ❑ EXCESS LIAR-- ❑CLAIMS.MAOL• AGGREGATE DEO k Y 7l N S � WORKERS COMPENSATION WC STATU• OTH- ANDEMPLOYERS'LIABILITY YIN �-�g__ ANY PROPRIETORIPARYNER/EXECUTNE 0GO5427 G,L,EACH ACCIDENT _ $ 1,000,000.00 B OFFICERIMEMBER EXCLUDED? ❑ NIA N 06/14/2015 06/14/2010 (Mandatory in NH) E.L.DISEASE-EA EMPLOYE $ 1.000,000.00 I(yss.dascdDa under DESCRIPTION OF OPERATIONS below -— E.L.DISEASE-POLICY LIMIT s 1,000,000,00 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Attach ACCRD 101,Additional Remarks Schedule,If more apace la required)— — #CGC1522626 CERTIFICATE HOLDER CANCELLATION — ---' SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE MIAMI SHORES BUILDING DEPT, THE EXPIRATION DATE THEREOF,NOTICE WILL BE DELIVERED IN 10050 NE 2nd AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES,FL 33138 AUTHORIZEp REPRESENTATIVE ACORb 25(2010/05)OF 0)1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo$to registered marks of ACORD COVER SHEET Structural Calculations for Wood Trellis Project: Alissa Leas 9125 NE 4 Ave Miami Shores, FI 33138 . . .... .. ... . . ...... . .. .. ... Victor Ceron, PE ...:.. . Civil :04 "' PE# 63023 "" ' ...... .... .. .. 000000 . .. .. . .. ... ...... 96 ...... 8883 Fontainebleau Blvd#105 ' : ...a :•4 .•: .. . Miami,FL 33172 Tel:786-282-529 ©ZI isll� r t 0000 0 6 6.9060 600• 0 . . . . .. . . •96.6. 6. . 0000.. 0000.. .0600. 0000 0.000. 000:0. . 0000 0000. 0000 0000.. .6.... . .. 00 .6 . .9.96. 6.0600 6 6 0:006: 0000... 0 000 000. . .6 . . I Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 r r DESIGN WIND LOADING FOR SYSTEM ASCE 7-10(30.8.1 ) Z= 14ft it := 16ft "Aq h,f= 23ft V= 175-mph Exposure Category="C' Kzt= 1.0 1 := 0.85 KZ=0.85 cam;= 0.00256-KZ•Krt•Kd•V2 qZ=56.57•psf &.:= 0.85 CN:= 1.2 := qzG'CN 57.7•psf ASCE7 10 , 30.8-1 g PdesignWp 0.6Pdesign ASD Factor. 0.6 .... • • •••• •• ••• •• • •• • • • • • PdesignWp=34.62•ps • ...... .. .. ... .. ... LOAD ANALYSIS •••••• •••• •• •• • • DL:= 1 Opsf LL:= Opsf """ ' . •00 .. ... .••••. C1 := DL+ LL C1 = 10•psf �SDown) .•: 0:0. C2 DL+ Pdesignwp C2=44.62•psf (Down) C3:= DL+ 0.75'Pdesignwp+ 0.751-1- C3= 35.97•psf (Down) C4:= —0.6DL+ Pdesignwp C4=28.62•psf (Up) Pdesign:= C2 Pdesign=44.62•psf Pdesignw C4 Pdeslgnw=28.62•psf 3 r � 0000 0000.• 0000 . • 0000•. •. . 0000•. 0000•• 0000.• • • 0000 0006•• . . 0000• • 0000 60.0. 0.00 600.0. 0000•• . •• .• •• sees a • • 0000.. 0000.• • . . • 0000•. 0000•. . . 09 . • Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 LOAD IN WOOD RAFTERS 2x8 (NDS 2005) Section Properties H := 7.25in B:= 1.5in :_ 2 H3 , r_ B 12 ,t�,:= B-H I =47.63•in4 A= 10.87•in2 Distributed load on rafter W:= (Pdesign)•B w=5.58•lb ft Adjusted_Length:_ (Width)•0.9 + 3•H (NDS-Table3.3.3) Adjusted-Length= 16.21 ft Adjusted_Length2 8 M = 183.25 ft-Ib Calculation of streses Sigma:= M• Sigma= 167.35-psi Select Structural Spruce-Pine-Fir Table 4A (NDS) .... Fb:= 1250psi •••• •• ••• ...... . .. .. ... Cd:= 1.0 Cm:= 0.85 Ct:= 1.0 CI:= 1.0 see:** Cf:= 1.0 Cfu= 1.0 Ci:= 1.0 Cr:= 1.151,::::- • 00:0% .... .. .. . . .. .. .. . .. ... (Fbp) := Fb•Cd.Cm-Ct•Cl•Cf-Cfu-Ci•Cr Fbp= 1221.88•psi •...•• Checking Interaction • _ Sigma 1 =0.14 Fbp if(1 s 1.0,"O.K." ,"N.G.") _"O.K." 4 � r r •••• • • 0.000• 0000 • • • • •• • •• • • • • 0000•• •• • 0000•• • • • • 0000•• 0000•• • • • • 0000 0000•• • • 0000• • 0000 0000• 0000 0000•• 0000•• • •• •• •• • • • 0000•• 0.0000 • • • • 0000•• • • • • • 0000•• • • • • • 0000 • •• • • Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 ' t LOAD IN WOOD BEAMS (2)2x10(NDS 2005) Section Properties H 1 := 9.25in := 2.1.5in :_ — 2 H3 wl _ B 12 ,�,:= B•H 1 = 197.86•in4 A=27.75•in2 Distributed load on rafter _ (Pdesign)•B + Ib I Pdesign'Width 2 19 1.5 w=39.34•ft A4W4%L, n := (Length)•0.9+ 3•H (NDS-Table3.3.3) Adjusted-Length=23.01 ft Adjusted_Length 2 M:= W. M =2603.96ft-Ib ^"" 8 Calculation of streses Ci .0000• ,�lgw.= M• Sigma=730.4•psi •••• •• ••• Select Structural Spruce-Pine-Fir Table 4A (ND j• 1250psi • •• • F 0.0:0• •• •• ••• p 0000.. 0000 = 1.0 = 1.0 := 1.0 = 1.0 0000.. .. ..• 1.0 = 1.0 = 1.0 := 1.0 0000.. 00 000 0000.. M:= Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr • • 00 0 0000 0 0 Fbp= 1250-psi Checking Interaction Sigma 1W Fbp 1 =0.58 if(1 5 1.0,"O.K.","N.G.") _"O.K." 5 foot .fees• .... ...... .. . ...... .0006. .sees. . e ..... . .... •ee6• bee• .6066• •e6fso a 66 .. .. 0 0 ...... . . 660666 . . . . s0e00• . 6 .... 6 of 0 Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, F133172 LOAD IN WOOD COLUMN 6X6 Section Properties H := 5.5in := 5.5in - 2 3 wl = B. 12 ,Q,:= B•H I =76.26•in4 A=30.25•in2 Lateral Load on Column -Moment Inducing hh:= 0.66ft Width h' 2 'Pdesignwp Wb= 182.81b Mc:= Wb•9ft Mc=822.59ft•lb 2 Tension Load in Column 3.5 Width Length 1.5 Width Length Pu:= Pdesign' 48 2 2 + Pdesign' 20 2 2 Pu =607.21 Ib Calculation of streses Sigma-T:= Pu A Sigma_T=20.07-psi Sigma B:= M c Sigma_B=355.98-psi •••••• •• .•. BENDING ...... ; '•Y' •• •i• F := 1250psi Select Structural Spruce-Pine-Fir Table 4A (NDS) •�; 0000 a •• •• = 1.5 (Wind) qm,�= 1.0 ,:= 1.0 = 1.0 ••�••� •••0•• •• ••' 00 00 00 0 0040:0 .= 1.0 fi = 1.0 = 1.0 r:= 1.0 ..0000 ,�:= Fb•Cd•Cm.Ct•CI•Cf•Cfu•Ci•Cr • • • •• • 0000 • • Fbp= 1875-psi •..• TENSION Ft:= 700psi Select Structural Spruce-Pine-Fir Table 4A (NDS) = 1.5 = 1.0 := 1.0 10:= 1.0 = 1.0 (Ftp):= Ft•Cd•Cm•Ct•Cf•Ci Ftp = 1050-psi 6 ( � • 1 •��i • • • • • • Y • •• • •• • • • • • •��• • • • • •��• •��• • • • • •��• •fir• •��• • • • • • • � • •��• � • • • •��• • • • • • • • Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 r � Checking Interaction 1 _ Sigma T + Sigma_B 1 =0.21 "'' Ftp Fb Fb Sigma_T P p C Ftp if(1 <_ 1.0,110.K.","N.G.") _"0.K." 0000 0 9 9 . •099 •• 696 .....• . .. •6 6.9 0.9.60 .. • 9•• .... .. 9• ...... .... .. .. 6. 9• 9• • f• ••• • •0000• • • •0000• • • • •• 60• •• • 9009 • • 7 • 1 4 •f•• • • •••••• •ff• • Y f • • • • •• • •• f • • • •f•••• •• • f••••• • •f•••• ••••f• • • ••••• • •••• •f••• ••f• :so••• ••1•ff • •• •• •• • • • •f•••• • • • • Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 LOAD IN WOOD RAFTERS (2X8)TO WOOD BEAM (2X10)CONNECTOR Using Simpson H2.5A Connector Section Properties I := 7.25in 2,:= 1.5in (Pdesign)•B w=5.58•Ibft Lengthb:_ (Width - 1.5ft) Lengthb= 14.5 ft Distributed load on rafter Lengthb a:= w• 2 R=40.44 lb . . .... ••Per Checking Interaction ...... ••..' .. .�. :oleo: := 4951b Allowable Uplift as per manufacturer sp&CS•. ;•••;• • ...... .... .. .. if(R<A,"O.K.","N.G.") _"O.K." .. .. .. . .. ... .. ... 8 r � • � t •0•• • • 8.0608 •00• 0 • 8888•• •• • 8888•• • 8888•• • • • • 0 00 4 8888•• • • 8888• • 0.0• •6••• 8888 8888•• •000•• • •• •• •• • 0 • •••••• 0:6090 • • • • •••0•• ••600• • • 6 0000 • • e Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD BEAM (2X10)TO WOOD COLUMN(6X6)CONNECTOR Using (2) 1/2"THRU BOLT Pu=607.21 Ib 1 Lb:= 2.1.5in Bolt Diameter:= —in 2 Ab:= Lb-Bolt—Diameter Ab= 1.5-in 2 SigmaC:= Ab SigmaC=404.81-psi (Compression) SigmaC Allowable:= 1900psi 6"Wide Compression Parallel to Grain, Select Structural Spruce-Pine-Fir Table 4A (NDS) = 1.6 (Wind) 9m,•= 0.8 %:= 1.0 1.0 := 0.8 Cp:= 0.86 NDS EQ 3.7-1 1 w := SigmaC Allowable-Cd•Cm•Ct•Cf•Ci-Cp . . .... .. ... 00 0 .. . 0 0 . SigmaC Allowable= 1673.22•psi ...... .. .. ...666066 • .• 000 0000 . 0 • SigmaC 0 0 ••.0% so 00 SigmaC Allowable 00:90: ••••••• •• ••• ••00•••• ••• • •• ••• 00 • • 0000•• 1 =0.24 . . •0 000 0• • 0.00 if(I < 1,"O.K.","N.G.") _"O.K." 9 r , 0000 0000•• 0000 • • • • • • •00.00 •• • 0000•• • • • • 0000•• 0000•• • • • • 0 00 0 0000•• • • 0000• • 0000 • • 0000• 0000 0000•• • • • -00-..• 0000•• • •• •• •• • • • •••••• 0••000 • • • • •••••• • • • • • 0000•• • • • • • 0000 • •• • • Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD LEDGER(2X10)TO CONCRETE TIE BEAM CONNECTOR Using 112"x4"Embed Simpson WedgeAnchor@20'O.C. Applied Tension:= 0-lb Spacing:= 20in 1.5in Width Applied_Shear:= Pdesign Spacing 20in 2 Applied-Shear=44.62 lb CHECK TENSION Bolt-Tensile-Capacity= 1890 lb Applied Tension =0 Allowable_Tension := Bolt-Tensile-Capacity Allowable Tension = 1890 lb Applied Tension =0 Allowable Tension CHECK SHEAR Bolt-Shear-Capacity=2000 Ib Applied-Shear=44.621b Allowable_Shear:= Bolt-Shear-Capacity Allowable-Shear=2000 Ib Applied_Shgal'.•. 0.02 .. ... APPW ble_s4ear. .• CHECK INTERACTION .•..•• •• •• ••• .. AppliedTension + Applied_ ear •••• 1 -0.03. ... • .. Allowable Tension Allowable Shear •••• •• •• ...... .... .. .. ...... . . . . .. ... ...... . . . . .. ... Goof 10 Soso • • 0.0.00 00 • • • :00:0 • • • •• • • o • 0•••S• •• • 6.010• • • • • ••SSS• SSSS•• • • • • 9000 •690• • •90• SSSS• SSSS 9••0•• • • • • • ••SSS• • •• •• •• • • • •0900• 6.0099 • • • • •9••99 • • • S • • • 0000 • 00 Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD RAFTERS (2X8)TO WOOD LEDGER(2X10)CONNECTOR Using Simpson LUC26Z Connector Section Properties I := 7.25in := 1.5in lb (Ple yn)•B w= 5.58•ft qo ham:= (Width - 1.5ft) Lengthb= 14.5ft Distributed load on rafter Lengthb a:= w• 2 R=40.44 lb 0000 . . 0000 .. ... Checking Interaction •••••• •• •• ••• . . 0000 8951b Allowable Uplift as per manufacturer specs 0000' :""' .. 60 06.90. 0000 .9 99 if(R 5 A,"O.K." ,"N.G.") _"O.K." .. .. .. .. ... 0000.. .0000. .. ...6 11 ...... .... . . ...... .. . ...... ..... . .... ..... .... ...... ...... . .. .. .. ...... . . . . *one . .. . . Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 UPLIFT LOAD CRITERIA Width= 16ft Length =23ft Pdesign=44.62•psf h=0.66 ft 3.5 Width Length Width 1.5 Length Pdesign. 48 2 2 + 2 'Pdeslgn' 20 2 Pu=607.21 Ib Width i= h. 2 .PdesignWp Wb= 182.8 lb Wb 2•9ft Mc=822.59ft.lb . . ssss s• ass .. .. . a ...... . .. .. ... .. ... s .ease. as as ...... .... .. .. ss .. sa a ss sss . . .. as: 12 0000 0000.. 0000 . . :*gee: .. 4 0000.. .0040. 0000.. 0000 .0000. . . 00009 . 0000 0000. 4409 .00.00 000000 . g. .. .. 0004.. 0 0000.. 0000.. goes . .. o Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 COLUMN FOOTING SIZING INPUT Moment:= Mc "I := Pu Lateral:= Wb Moment=822.59ft.lb Uplift=607.21 Ib Lateral = 182.81b WidthF:= 27in LengthF:= WidthF DepthF:= WidthF ' Ib11so;;:= 120• 30-deg Volume:= LengthF•WidthF•DepthF ft3 CALCULATE DEPTH REQ'D TO RESIST UPLIFT Uplift=607.21 Ib Uplift 3 VolumeReyu;�:= Ib VolumeRequired =6.75•ft 0.6.150•— ft3 r a,N.= WidthF2 Area=5.06ft2 VolumeReyuired DepthReyuired:= DepthReyuired = 15.99-in Area • • •••• •• or OVERTURNING CHECK ...... .. • . .. ... WidthF •• ••• M:= Moment+ Uplift + Lateral•DepthF •••••0 ... • nwv2 0•00 • .. .. 66.09. •••• •• •• M = 1916.99ft•lb •' •• •• • •• ••• ...... . • 6• ••• •9••66 s • • • • Ib WidthF 3 WidthF 0 .0*0 0 MR:= 150 b Volume• 2 + 37so11 Depth F 2 6• • ft3 MR=6535.37ft•lb if(M 5 MR,"O.K.","N.G.") _"O.K." 13 ...... .... . . ...... .. . ...... ...0 ..... . .... ..... 0:06 ...... ...... . .. .. .. ...... . . . . Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 CHECK COLUMN FOR LATERAL STABILITY OF STRUCTURE Lateral = 182.81b (FBC — 1807.3.2)Design Criteria—--EQ 18-1 A:= 9ft S3:= 2.200 psf DepthF ft 3 WidthF=27-in 2 2 0.5 (WidthF + WidthF } b=3.18ft Lateral 2.34 S3•b A=0.45 rr d:= 0.5•A•L1 + (4.36.AH)]0-5 d=25.3-in if(d<— DepthF,"O.K." ,"N.G.") _"O.K." 0000 . . ••6• •• •6• .. . .. . 0 • . • 0 .. .. ... 000.0• • 0000 .. •.. 0000.. 00 as 46.00• 0000 •• •• •• •• •• • •• ••• • •• • 0000 • • w• • 14 ...... ...• . . • 0000•• .. . .•.•.. 00!00• *000 • ..... . ...• ..... 0006 •00.06 000009 • •• R• •• • ! • •••••• 000000 • • • • 0000•• 0000.• • • • • 1 0100 • •• ! !• Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 LOAD IN WOOD COLUMN(6X6)TO CONCRETE FOOTING CONNECTOR 6 x 6 column embeded 12 in into concrete footing Embedment:= 12-in Pu=607.21 Ib Contact Area:= 4x 5.5in•Embedment Contact Area= 1.83ft2 F;= 30 12 Wood to concrete friction coefficient in P:= F•Contact Area P =7920 lb Pu ^^' I •= — P I =0.08 •... . . 0000 00 ••• if(1 5 1,"O.K.","N.G.") _"O.K." •• 6• • • .066•• . .. of ••• 660006 • • • 0000 0000. 0 • 00000. 0000 0000 0000.. 0000 0000 0 • . . 0 . 0000•• • • 0000•• • • • •• •.• es 0 15 r a 0000 •••�•• 0000 • • • • • • ••0000• •• • 0000•• • • • 0000•• ••66•• • • • • 0000 0000•• • • 00006 • 0000 0000• 0066 •00.60 •0.6•• • 00 •• •• • • • •••66• 6 • e • :*sees 0:606:• • • Y ESRm2613 Used for Fl®r'da State Wide Product Approval FL10456 Products on this Report which are Product FL# Product FL# ®SP 10456.1 HTS28 10456.25 FTA2 10456.2 HTS30 10456.26 FTA5 10456.3 HTS30C 10456.27 FTA7 10456.4 LFTA 10456.28 H1 10456.5 LTS12 10456,29 H10 10456.6 LTS16 10456.30 H10-2 10456.7 LTS 18 10456.31 H15 10456.8 LTS20 10456.32 H15-2 10456.9 MTS 12 10456.33 H2 10456.10 MTS16 10456.34 H2.5 10456.11 MTS18 10456.35 H2.5A 10456.12 MTS20 10456.36 •••• H3 10456.13 MTS30 10456.37 •....• ...... H4 10456.14 RSP4 10456.38 • H5 10456.15 RST-1 10456.39 •••••• • •• •••••• H6 10456.16 RST-2 10456.40 •••••• H7Z 10456.17 SPI 10456.41 •••••• • .... . ..... HGTm2 10456,18 SP2 10456.42 ...... .... ••:••• HGT-3 10456.19 SP4 10456.43 • •• •• •• • •••••• HGT-4 10456.20 SP6 10456.44 eeeeee • •' HS24 10456.21 SP8 10456.45 0.0.... ""•' •.... HTS16 10456.22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 66 e HTS24 10456.24 SSP 10456.48 SIMPSON SIMPSON STRONG-SIE COMPANY, WCC � Y •••• • • 0000•• 0000 • • 0 • •• • •• 0000•• •• • 0000•• • • • • 0000•• •4.4•• • • • • 0000 • • • •0040 •000• • •4•• 0000• 0000 •00.0• • • • • • 0000•• • •• •• •• • • • •••00• 0000•• • • • • 0000•• • • 0000 • •• ' -� REP®RTTM , SSR-2613* J Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BushmssiRaWond°fika'M0 WOftnan NE Road,Wim,Cditna 9=1 n(562)689{1543 Re&rW Offioe■900 Monter Rwd,Suite A,Birmingham,Alabama W213 ®(205)599 am www.icc-es.org Regional Office■4051 Wet Flossrr=r Road,Country Club HBs,Binots 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTICS drawings of installation configurations with designated Section:06090—Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 HS24 Hurricane Tie:The HS24 hurricane be anchors wood rafters or trusses to wood wall top plates. The HS24 STRONG-TIE COMPANY,INC. connector is formed from No.18 gage galvanized steel.See SIMPSON 5956 WEST LAS C BOULEVARD Table 2 forrequired fasteners and allowable loads.See Figure PLEASANTON,CALIFORNIA 94586 2 for a drawing of the HS24 be and a typical installation detail. (800)925.5099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane wvm.strongtie.com ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The RST-1 Is EVALUATION SUBJECT: designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to anchor SIMPSON STRONG TIE HURRICANE AND SEISMIC two-ply wood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusses with lumberodented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from No. 1.0 EVALUATION SCOPE 20 and No.18 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the following codes: required fasteners,and allowable uplift loads.See Figure 3 for ® 2006 International Building Code®(IBC) drawings of the RST-1 be and a typical installation detail. ® 2006 International Residential Code®(IRC) 3.1.4 LTS,MTS,and HTS Series Twist Straps:The LTS, MTS, and HTS series twist straps are used to anchor wood ■ Other Codes(see Section 8.0) trusses or rafters to wood wall double top plates,wood studs, Properties evaluated: wood beams,or wood rim boards.The LTS,MTS,and HTS Structural series twist straps are formed from No.18,No.16,and No.14 gage galvanized steel, respectively. See Table 4 for strap 2.0 USES model numbers,overall strap lengths,required fasteners,and allowable uplift loads when installed with different fastener The Simpson Strong-Tie hurricane and seismic straps and ties schedules.See Figure 4 for a drawing of an LTS12 tWW titrap described in this report are used as wood framing connectors and two typical MTS strap installatigns. •• • in accordance with Section 2304.9.3 of the IBC.The products . may also be used in structures regulated under the IRC when 3.1.5 LFTA Light Floor Tie Anchor-The tFTA lightflobj tie • an engineered design is submitted in accordance with Section anchor is used as a floor-to-floor teAelfm tie ands is formed 0000:0 • R301.1.3 of the IRC. from No.16 gage galvanized steel.See TaMe 5 for anohor tie 3.0 DESCRIPTION dimensions, required fasteners, and do assigned allowable . uplift load.See Figure 5 for a drawirig.oftbe LFTAc8rStldctor. ..... 3.1 General: 3.1.6 FTA Floor Tie Anchors:The*PfAfielor be anbAirsare '""• The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned stlAs b9tween a Rdrizolltal ••••;• recognized in this report are installed to resist design forces wood diaphragm assemblage wig'11080 joists hating a •• on wood-frame construction resulting from the application of maximum 12-inch nominal depth. The FTA2 ancr ff §,are •••••• the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanizgd stp% and the FTA7 Is • code that include wind or seismic loads. formed from No.3 gage galvanized steel.See TableSfeaFTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchor dimensions,required fasteners,aniiallowiable wood rafters orjoists to wood wall plates or studs or to anchor tension loads. See Figure 6a for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H15-2 anchor tie defining overall length and clear span,and Figure ties are formed from No. 16 gage galvanized steel;the H1, 6b for drawings of a typical FTA anchor installation. H2, H2.5, H2.5A, H3, H5, 1-110, H10A, and H10-2 ties are 3.1.7 SP and SPH Series Stud Plate Connectors: The formed from No. 18 gage galvanized steel;and the H4 tie is SP1 connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steel.See Table 1 for be contiguous edge of a wood sill plate,and the SP2 connector model numbers, be dimensions, fastener schedules, and fastens to one side of a wood double top plate and to the allowable loads. See Figures 1 a and 1 b for drawings of the contiguous edge of a wood stud.The SP4,SP6,SP8,SPI-14, hurricane ties recognized in this report, and Figure 1c for SPH6,and SPH8 are 1'/eInch-wide(32 mm)U-shaped straps "Corrected July 2008 DEPORTS~ are not to be construed as representing aesthetics or any Other adributes not specifically addressed nor are they to be construed as an endorsement ofthesubject ofthereport orarecommendadonforits use.There isnowarranty byICC Evaluation Service,inc.,express ortnlplted,astoanyfuuhng I or other matter in this report,or as to any product covered by the report. W ..PMP- Copyright©2007 Page 1 of 12 sees e • • :*see: •eee•e • • se se••• •••es•••• s•e• •e• e • • •e••ee •see•• • • s • see••• • • • e • •sees• • • • Page 2 of 12 ESR 2613 with a horizontal portion that bears against the wood wall top strength of 40,000 psi (275 MPa) and a minimum tensile r plates or sill plates and two vertical legs that are nailed to the strength of 55,000 psi(379 MPa). edges of a wood stud. The SP and SPH connectors are The body of the HGT heavy girder tiedown backet is fabricated from No. 20 and No. 18 gage galvanized steel, fabricated from ASTM A 1011,SS designation,Grade 33,hot respectively.See Table 7 for SP and SPH models,connector rolled steel with a minimum yield strength of 33,000 psi(227 dimensions, required fasteners, and allowable uplift loads. MPa) and a minimum tensile strength of 52,000 psi (358 See Figure 7 for drawings of the SPI and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1, SP2, fabricated from ASTM A 36 steel with a minimum yield SP4,and SPH4 connectors. strength of 36,000 psi (248 MPa) and a minimum tensile 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 be strength of 58,000 psi(399 MPa). plates are used to connect a nominally 2-inch-wide wood stud Base-metal thicknesses for the connectors in this report are to either a top or sill plate of a wood framed wall.The RS134 tie as follows: connector is fabricated from No. 20 gage galvanized steel. See Table 8 for required fasteners and allowable loads.See NOMINAL THICKNESS MINIMUM BASE-METAL Figure 8a for a drawing of the RSP4 connector showing (gage) THICKNESS(Inch) overall dimensions;Figure 8b for a drawing of a typical RSP4 No.3 0.2285 installation connecting a wood double top plate to a wood No.7 0.1705 stud;and Figure 8c for a typical RSP4 installation connecting No.10 0.1275 a wood stud to a wood sill plate. No.14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP No.16 0.0555 stud-to-plate connector is used to provide a positive No.18 0.0445 connection between a single wood stud and the top or sill No.20 0.0335 plate of the same wood wall, and the DSP stud-to-plate For SI:1 inch=25A mm. connector is used to provide a positive connection between a double wood stud and the wood wall top or sill plate of the The galvanized connectors have a minimum G90 zinc same wood wall.The SSP and DSP connectors are fabricated coating specification in accordance with ASTM A 653.Some from No. 18 gage galvanized steel.See Table 9 for required models(designated with a model number ending with Z)are fasteners and allowable uplift loads.See Figure 9 for drawings available with a G 185 zinc coating specification in accordance of the SSP and DSP connectors showing overall dimensions; with ASTM A 653. Some models (designated with a model a drawing of an SSP installation connecting a stud to a sill number ending with HDG) are available with a hot-dip plate;and a drawing of a DSP installation connecting a double galvanization, also known as "batch" galvanization, in wood stud assembly to a top plate. accordance with ASTM A 123, with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface 3.1.10 HGT Heavy Girder Tledown Brackets: The HGT area (600 g/m2),total for both sides. Model numbers in this heavy girder tiedown brackets are used to provide a positive report do not include the Z or HDG ending,but the information connection between wood roof beams or multi-ply wood roof shown applies. trusses and wood posts vertically aligned to support the end The FTA floor anchor ties and HTS twist straps hAve a reaction of the beam or truss member. The HGT tiedown connector is a U-shaped bracket that is installed over the top painted finish and may also be avaaable Wth the•FMflnish.of e ••• •• chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this rVM(Simp$oK Seng- •••• • to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted fgr:9gommendat=ons on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of stege!�gnnectors in contact :see*: down devices,that must be used to form a complete load path with the specific proprietary preserve treatsd.or•fire •• to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisting elements, that is, the vertically aligned """ "" •"•• supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood R-®rW els to %OWGIT toese ••.••• registered design professional.The HGT tiedown brackets are connectors are fastened must e4%.Solid sawn Lumber, •• fabricated from No.7 gage steel,and are supplied with insert glued-laminated lumber, or engiteetbd;lumbar [sugh as •••• plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVLT; Pargllel Str jad,kember • (PSL), and Laminated Strand•�ernber (LSQj having ...... connector models,connector dimensions,fastener schedules, dimensions consistent with the connector dimension�sIWwn ' and allowable uplift loads.See Figure 9 for a drawing of the HGT-2 tiedown connector, and a drawing of a typical In this report. Unless otherwise noted, supporting kood connection detail showing necessary components, including members and supported members must have an assigned those not covered in this evaluation report,such as the HTT22 minimum specific gravity of 0.50(minimum equivalent specific tension Tie. gravity of 0.50 for engineered lumber), except as noted In Table 7 for the SPH stud plate be connectors,which permits 3.2 Materials: lumber having an assigned minimum specific gravity of 0.50 3.2.1 Steel: Unless otherwise noted, the connectors and 0.55;and Table 9 for the SSP and DSP stud-to-plate tie described in this report are fabricated from ASTM A 653,SS connectors, which permits lumber having an assigned designation,Grade 33,galvanized steel with a minimum yield minimum specific gravity of 0.50 and 0.43.The lumber used strength,F of 33,000 psi(227 MPa)and a minimum tensile with the connectors described in this report must have a strength,�,of 45,000 psi(310 MPa).The FTA floor anchor maximum moisture content of 19 percent (16 percent for ties are fabricated from ASTM A 1011,SS designation,Grade engineered lumber)except as noted In Section 4.1. 33,hot rolled steel with a minimum yield strength of 33,000 psi The thickness of the wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater than the length of the fasteners specified In the tables MPa).The HTS twist straps,the SSP and DSP stud-to-plate in this report, except if noted otherwise in the tables and ties,and the H2.5A hurricane tie are fabricated from ASTM A accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel with a minimum yield member design,whichever controls. i T •••••• •••• • • •••••• •• • •••••• • ••••• • •••• ••••• •••• •••••• •••••• • •• •• •• • •••••• • • • • Page 3 of 12 ' ESR-2613 3.2.3 Fasteners: Bolts, at a minimum, must comply with 5.1 The connectors must be manufactured, Identified and ASTM A 36 or A 307.Nails used for connectors,straps,and Installed in accordance with this report and the ties described in this report must comply with ASTM F 1667 manufacturer's published installation instructions.A copy and have the following minimum dimensions and bending yield of the instructions must be available at the jobsite at all strengths(Fy,): times during installation. FASTENERS NAIL NAIL F,* 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (psi) be submitted to the code official.The calculations must (Inch) (inches) be prepared by a registered design professional where 8d x 11% 0.131 11/2 100,000 required by the statues of the jurisdiction In which the 8d 0.131 2'/2 100,000 project is to be constructed. 10d x 1% 1 0.148 1 11/2 1 90,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 1 0.148 3 80,000 applicable codes must be considered,where applicable. For SI:1 Inch=25.4 mm. Fasteners used in contact with preservative treated or fire 5.4 Connected wood members and fasteners must comply, retardant treated lumber must comply with IBC Section respectively,with Sections 3.2.2 and 3.2.3 of this report. 2304.9.5 or IRC Section R319.3, as applicable.The lumber 5.5 Use of connectors with preservative or fire retardant treater or this report holder(Simpson Strong-Tie Company) treated lumber must be in accordance with Section 3.2.1 should be contacted for recommendations on minimum of this report.Use of fasteners with preservative or fire corrosion resistance of fasteners and connection opacities of retardant treated lumber must be in accordance with fasteners used with the specific proprietary preservative Section 3.2.3 of this report. treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 5.6 The FTA series He anchors are factory-welded connectors manufactured under a quality control 4.1 Design: program with Inspections by Professional Service Industries,Inc.(AA-660)or by Intertek Testing Services The tabulated allowable loads shown in this report are based NA,Inc.(AA-688). on allowable stress design (ASD) and include the load duration factor,Co,corresponding with the applicable loads in 6.0 EVIDENCE SUBMITTED accordance with the NDS. Data in accordance with the ICC-ES Acceptance Criteria for Tabulated allowable loads apply to products connected to Joist Hangers and Similar Devices (AC13), dated October wood used under dry conditions and where sustained 2006(corrected March 2007). temperatures are 100•F(37.8°C)or less.When products are 7.0 IDENTIFICATION installed to wood having a moisture content greater than 19 percent(16 percent for engineered wood products),or when The products described in this report are identified with a die- wet service is expected,the allowable loads must be adjusted stamped label indicating the name of the manufacturer by the wet service factor, C., specified In the NDS. When (Simpson Strong-Tie),the model number and the.numner of connectors are installed in wood thatwill experience sustained an index evaluation report ESR-152 hat is use is an exposure to temperatures exceeding 100°F (370C), the identifier for the products re h1zed' in 1:611. rgport. •• allowable loads In this report must be adjusted by the Additionally, the factory-welded FTA;118des t1b atiehors •••••• temperature factor, C„specified in the NDS. manufactured in the United States%W Identified with their • Connected wood members must be analyzed for load- acronym of the inspection agency LMY,%nd facipjy,V?*ded • carrying capacity at the connection in accordance with the FTA series to anchors manufacturedmim ftnada ape identified ..... NDS. with the name of their inspection a@8ne 4Ttertek�..... ..:..' .. .. .. . ...... 4.2 Installation: 8.0 OTHER CODES •. Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: •••••• evaluation report and the manufacturer's published installation In addition to the codes refere • •In•Sectio 1 0 the •••• instructions.In the event of a conflict between this report and ' the the manufacture's published installation instructions, this products in this report were evaluated for complian( • report governs. requirements of the following codes: 00 4.3 Special Inspection: ■ 2003 International Building Code®(2003 IBC) 4.3.1 IBC: Periodic special inspection is required for ■ 2003 International Residential Code®(2003 IRC) Installation of connectors described in this report that are ■ 2000/ntemational Building Code®(2000 IBC) designated as components of the seismic-force-resisting system for a structure in Seismic Design Category C,D,E or ■ 2000 Intemadonai Resident/a/Code®(2000 IRC) F in accordance with Section 1707.3 or 1707.4, with the exception of those structures qualifying under Section 1704.1. ■ 1997 Uniform Building CodeTM (UBC) 4.3.2 IRC:Special inspections are not required. The products described In this report comply with, or are suitable alternatives to what Is specified In,the codes listed 5.0 CONDITIONS OF USE above,subject to the provisions of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps and 8,2 Uses: Ties described in this report comply with, or are suitable alternatives to what is specified In, those codes listed in 8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 BRC: See Section 1.0 of this report,subject to the following conditions: Section 2.0 of this report. e u e � 7 sees sees•• sees • • • • • • sees•• •• • sees•• • sees•• • • • • sees • • • *sees: • sees sees• sees ••••e• • • • • • sees•• • •• •• •• • • • e••s•• sees•• 6:060: • • • • • • e • Page 4 of 12 ESR-2613 8.2.2 UBC:Replace the information in Section 2.0 with the 8.5 Conditions of Use: following: Simpson Strong-Tie hurricane and seismic straps 8.5.1 2003 IBC, 2003 IRC 2000 IBC,and 2000 IRC: The and ties are used as wood framing connectors in accordance Simpson Strong-Tie products described in this report comply with Section 2318.4.8 of the UBC. with,or are suitable alternatives to what is specified in,those 8.3 Description: codes listed in Section 8.0,subject to the same conditions of use described in Section 5.0 of this report. 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this specified in,the UBC,subject to the same conditions of use report, except modify Section 3.2.3 to reference Section indicated in Section 5.0 of this report,except the last sentence R323.3 of the IRC. of Section 5.5 is replaced with the following:Fasteners used 8.3.3 UBC:See Section 3.0 of this report,except modify the in contact with preservative treated or fire retardant treated first sentence in the last paragraph of Section 3.2.3 as follows: lumber must,as a minimum,comply with UBC Section 2304.3. Fasteners used in contact with preservative treated or fire 8,8 Evidence Submitted:2003 IBC,2003 IRC,2000 IBC, retardant treated lumber must, as a minimum, comply with 2000 IRC,and the UBC: UBC Section 2304.3. See Section 6.0 of this report. 8.4 Design and Installation: 8.7 Identification: 2003 IBC, 2003 IRC, 2000 IBC, 2000 8.4.1 2003 IBC, 2003 IRC, 2000 IBC, 2000 IRC: See IRC,and the UBC: Section 4.0 of this report. See Section 7.0 of this report. 8.4.2 UBC: See Section 4.0 of this report, except delete Section 4.3 since special inspection is not required. 0000 . . 0000 0000.. 0 6 6 0000% 0000.. 0000.. 0000 0000.. 0000 . 0000. 0000.. 0000 0000. .. .. 00 6 0000.. 0000.. . . . . .0006. 0000.. 6 6 660066 66 6 6666 6 0000 0000.. 0000 . . 0000.. 0000.. .0009. . 0000.. 0000. . 0000 0000. 0000 0000.. . .. .. .. 0000.. 0000.. 0000.. PaLe 5 of 12, ESR 2613 ` TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL Quan T e lbs NO. Connection Uplift48 =Lateral To Rafter To Plates To Stud Configurations3 Co=1.33 or C6=11.6Co 1.33 or Co=1.6 F, F2 H1 6--8dx1'/2 4-8d — 490 485 165 H10 8-8dx1'/2 "dx1'/2 — 1 995 590 275 H10A 9-10dx1'/2 9-10dx1'/2 — 1,140 590 285 H10-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — H2.5 5-8d 5-8d — 3 415 150 150 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-8d — 455 115 200 H4 — 4-8d 4-8d 8 360 — — 4-8d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10dx1'/z 4-10dx1'/2 12-10dx1'/2 13 1,300 480 — H15-2 4-10dx1'/2 4-10dx1'/2 12-10dx1'/2 1,300 480 For SI:1 Inch=25.4 mm,1 lbs=4.45 N. 1.Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member. A rafter minimum actual thickness of 21/2 Inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 2.Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate 51.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and Installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 3."Connection Configurations"shown In Figure 1c(next page)indicate the load directions F,and F2,and are details showing connector Installations on the outside of the wall for clarity.Installation on the Inside of the wall is acceptable to achieve the tabulated allovotreldads. 4.Connections in the some area(i.e.truss to plate connector and plate to stud connector)must be on Installed on:he a side ofebeiftll to •••••• achieve the tabulated allowable uplift loads and ensure a continuous load path. •• • •• • •' 5.Allowable uplift loads have been Increased for wind or earthquake loading,and no further increase is allowed.AII@WgW%loads rust b6' ••••;• reduced when other load durations govern. • 6.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blockjng :•.•• required by code to laterally support the ends of joists/rafters. .••". ;.•.;• • • 7.Additional shear transfer elements must be considered the connector Installation induces cross grain bending or tgA9fen of the truss or ••••• • • rafter members. .•.••• .••. ••••• • • . • • • :••:•: • •• 0 • • • • •••••• C �d ° O O • • � 0 f7 O 0 • • • • 0 O 3+31re G ,��\t Zy� 7�3Iy� tl9�i6 vim' 1ey6 H7 H2 I H3 FIGURE 1a—H1,H2,H2.5,H2.5A,AND H3 HURRICANE TIES ...... .... . . ...... .. . ...... ..... . .... so ..... .... ...... ...... . .. .. .. ...... . . . . Pagel 6 of 12 ' ESR-2613 �2%i �•�o/te • �•'�UL� ' I ' 8 y e 3%. �7I6u� e • • I1 6�9 ° � 0 Q °° ` e • °' °• ° °•° y 21°� e p ° n •°e 13�a° p °° H4 � p ° p ° ° ,•° 19dl+�° 20Y: 1We• H10A S• p , °° •a e 201ve • • (H10 similar) °m° °o o e _ ° � I Ea.3• H15 • H5 H7Z H10-2 �� p I3• H6 �, (H75-2 similar) FIGURE 1b—H4,H5,H6,H7Z,H10,H10-2,AND H75 HURRICANE TIES tell • °1 H1 Installation 21 H2 Installation (H10,H10A,H10-2 similar) (Allowable Uplift Load Only) goes w • • • e w I • w• • •• so•w•• 4` Fri `► �� •�•• • • • �o F2 '°� ••woe• • se••• • 0000 ••••• H2.5 Installation H4 Installation H4 Installation w e w 'e w• ; 9606:6 (Nails Into both top plates) (H2.5 similar) (Nails Into upper top pljtgL 0.. 0 0 (1-12.5A,H3,H5 similar) • : e e w 0 0 e:e Useanddnmw • • • • • •owe•• 011uo8dreils •• Goes • TH6 8ds side o1 Doss • • w JJH (IoW Pom 8d . •• • as nabs Wo Pitch 0:12 IW to 7:12 F1 d to 6 Stud to ITwo epazW`e Top and 12Plate 12oistE1QhtBdisInstallation stallation Sh& H7Z Installation HIS Installation FIGURE 1a—CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 .L see* r a 0 600*00 00 :0:00: 0*0 0. :004*: Pagel 7 of 12 ' ESR-2613 TABLE 2—HS24 HURRICANE TIE FASTENERS'(Quantity-Type) ALLOWABLE LOADS(Ibs)where Co=1.33 or Co=1.6 MODEL Lateral3'0 NO. To Rafter or Truss To Double Top Plate Upifftz F, Fz 8-8dx1+/2 & 2-8d(slant) 8-8d 1 605 645 1,025 HS24 g._gdx1,/2 8,_8d 605 590 640 For SI:1 inch=25.4 mm,1 lbs=4.5 N. 1."Slant"nailing refers to 8d common nails Installed as toenails on each side of the connector.The nails must be driven through the connector at an angle approximately 30°with the rafter/truss member with the nail penetrating through the rafter/truss member into the wood double top plate. 2.The uplift loads have been Increased for wind or earthquake loading.No further increase Is allowed.Allowable loads must be reduced when other load durations govern. 3.Allowable lateral loads in the F,direction must not be used to replace diaphragm boundary members or nailing or replace solid blocking required by code to laterally support the ends of joists/rafters. 4.Additional shear transfer elements must be considered the connector installation induces cross grain bending or tension of the truss or rafter member. 5.F,load direction is parallel to plate,and Fz load direction Is perpendicular to plate. t4� o°°o ♦_p o O q� "8a zv< HS24 Dimensions •e 3a, ° 2W ° HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE FASTENERS +z DIMENSIONS in (Quantity-Type) ALLOWABLE UPLIFT LOADS',2(lbs) NO. (� (L) To Rafter or Truss To Stud Co=1.33 or Co=1�8'•••• RST-1 1+/z 12+/2 1-10dx1+/2 10-10dx1+/2 •••°55� ° .• RST-2 3+/e 11"/,e 2-10dxl'/z 12-10dx11/2 ••.•560 i •r•` ••••i• For SI:1 inch=25A mm,1 lbs=4.45 N. •••••• • • • 1.Allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must kib a iiced when other load durations govern. see* • ••:•.• 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine CSP=•• ••• •• ••••• •• •• •• • •••••• • •• a m m ° ° o • L o ° • °e •e o e 0 e 0 0 e o e o0 eo RST-1(RST-2 similar) RST4 Installation FIGURE 3—RST HURRICANE TIE ...... .... . . • . ..... . .... ..... .... ...... . . ...... . .. ***age • . .•...• • • • • • Paye S of 12' ESR-2613 TABLE 4—LTS,MTS,AND HTS TWIST STRAPS TWIST STRAP TOTAL QUANTITY OF FASTENERS' ALLOWABLE UPLIFT LOADS'''(lbs) MODEL STRAP LENGTH NO. When Installed When Installed When Installed with When Installed with SERIES (in) with 10d with 10dx111, 10d Common Nails 10dx:02 Common Nails Common Nails Common Nails Co=1.33 or Co=1.6 Co=1.33 Co=1.6 LTS12 12 LTS4 LTS1LTS16 18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS4 MTS18 18 14 14 1,000 840 1,000 MTS20 20 MTS30 30 HTS16 16 16 16 1,260 1,005 1,150 HTS20 20 HTs5 HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For SI:1 inch=25.4 mm,1 lbs=4.45 N 1.Half of the fasteners must be installed on each and of the strap to achieve the allowable uplift load. 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase Is allowed.Allowable loads must be reduced when other load durations govern. 4.Each model of the LTS and MTS twist strap series(except for the MTS30)has more nail holes than the minimum quantity of nails specified in the table. 5.HTS30C has the twist in the center of the strap length. 0 1°Typ • o r rr rrs • • • • L ra�ifsr •• •••••• P r e •• ••••• • ••• •••• ••••• • • • • •••••• 1114. a 1 ••• • i••••i LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE 4—TWIST STRAPS t fees • • 0.00.0 see• 0 • • • • • *eases aes••• • • • • •e•• •e••• • 0000 •••a• 0000 •a•a•e • • • • e •sae•• • •• •• •• • e • ••••s• • • • • • Pajk 9 of 112' ESR-2613 TABLE 5—LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENERS2 ALLOWABLE TENSION LOAD3'4(Ibs) MODEL NO. Strap Width Clear Span Overall Length (quantity–Type) Co=1.33 or Co=1.6 L LFTA 2'/a 1 17 383/8 16-10d Common 1,205 For SI:1 Inch=25.4 mm,1 lbs=4.45 N 1.The LFTA anchor is used to transfer tension forces between vertically aligned wood studs across floor framing with floor joists having a maximum nominal depth of 12 inches. 2.Half of the fasteners must be installed on each end of the strap to achieve the allowable uplift load. 3.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 4.Tabulated allowable uplift loads have been Increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. O e 0 fl. L "' L � U U 1 O B O 0 'o FIGURE 5—LFTA LIGHT FLOOR FIGURE 6a—FTA FLOOR FIGURE 6b—FTA FLOOR TIE TIE ANCHOR(See Table 5) TIE ANCHOR(See Table 6) ANCHOR INSTALLATION(See Table 6) • • •••• •••••• TABLE 6—FTA FLOOR TIE ANCHORS' •• •• • •• • FTA ANCHOR ALLOWABLE TENSION LOADVJ ) • .• •••••• DIMENSIONS When Lumber Thickness,tm_Pnctiesf • :000*: MODEL (in) FASTENERS 2.3 �/f • • (Quantity-Type) 1'/2 2 2'12 ••$••• • •• Goose NO. TieclearClear Overall (Quan Where CD= *00000 •••• ••i••• Width Span Length 1.33 1 1.6 1.33 1.6 1.33 1.6 1.38• •'lti 1.3 • •11; 6066:0 . FTA2 3 17 37'/2 4–%"dia.M.B. 1,575 1,890 2,095 2,515 2,600 3,120 2,82&68,685 2,820 8,385 • FTA5 3'/2 17 45/2 4-3/a"dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,0 00 ••••:• --FA-7 3'/2 17 56 6211 dia.M.B. 3,095 3,715 4,185 5,020 5,175 6,210 6,390 j6Q0 7,395 7,600 • • For Sl:1 inch=25.4 mm,1 lbs=4.45 N,1 psi=6.89 kPa. • • • •• • 1.FTA anchors must be located on the vertical wood studs/posts so that the minimum and distance of the first bolt is equal to or greater than 43/a Inches,i.e.,seven times the bolt diameter(71)). 2.Machine Bolts(M.B.)must comply with ANSI/ASME Standard 818.2.1. 3.A washer,not less than a standard cut washer,Is required on the lumber side opposite the FTA between the wood and the nut. 4.Tabulated allowable tension loads must be selected based on duration of load as permitted by the applicable building code. 5.Tabulated allowable tension loads have been Increased for wind or earthquake loading.No further Increase Is allowed.Allowable loads must be reduced when other load durations govern. 6666•• 6666 • s 6666•• •• • 6666•• • • • • 6666•• 6666•• • • • • 6666 • • 0 •6006 0.66• • 6666 •0.06• • •• •• •• • 0 • ••606• •06.60 • • • • • Y • Page 10 of 11 ESR 2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS CONNECTOR MODEL DIMENSIONS In) (Quantity-Type) (Ibs SERIES NO. (W) (L) To Stud To Plate CD=1.33 CE, 1.6 S.G=0.50 S.G.=0.55 S.G.=0.50 S.G.-C-55 SPI — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 6-10dx1 /2 — 735 735 885 885 SP4 38l1a 71/4 6-16dx21/2 — 800 800 930 930 SP 6-10dx11/2 — 735 735 885 885 SP6 58/1e 7314 6-16dx2'/2 — 800 800 930 930 SPB 76/16 8'/18 6-10dx1/2 — 735 735 885 885 6-16dx2/2 — 800 800 930 930 SPI-14 38/16 83/4 10-10dxl /2 — — 1,240 — 1,240 12-10dx1/2 — 1,360 1,490 1,360 1,490 SPH SPH6 58/18 91/4 10-10dx11/2 — — 1,240 — 1,240 12-10dx112 — 1,360 1,490 1,360 1,490 10-10dx11l2 — — 1,240 — 1,240 SPHB 76/18 83/e 12-10dx11/2 — 1,360 1,490 1,360 1,490 For SI:1 Inch=25.4 mm,1 lbs=4.45 N. 1.For Models SP1 and SP2,one 10d common stud nail must be installed as a toenail. It must be driven through the connector at an angle approximately 30"with the stud with the nail penetrating through the stud into the wood sill plate.(See detail on this page entitled"SP1 Nailing Profile.") 2.Tabulated allowable uplift loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable uplift loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govem. 4.Allowable uplift loads are given for wood assemblies consisting of lumber having an assigned specific gravity(S.G.)of 0.50,such as Douglas fir-larch,and 0.55,such as southern pine. o e ° o CID 0 0 ° elpY 5y6 ° IllU77pp�8 ° u eo 9999 m 0 I • - - •• 0000•• **O;*Ung • • • • 31h 0090•• SPI Installation: SP2 Installation: Pro�IC••;. SP1/SP2 Stud to Sill Plate Stud to Double Top Plate ••" • ••••• 0000.. 0990 9999. 99 09 9• • 0960•• 0 900000 • 6 9 • . . 09996. 0099.. 00 l 9 6 9 •9000• o m L •• • 0o l of 4 0 � , 1�I S oe OL a ladxr,•rues Each Shfe of Stud Typical SPH4 Installation: Typical SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) FIGURE 7--SP AND SPH STUD PLATE TIES Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' MODEL Q FASTENERS ALLOWABLE LOADS''(lbs)where Co=1.33 or Co=1.6 NO. To Stud To Plate Connection Configuration° Uplift F, LaterelsFz Stud to Double Top Plate 450 210 250 RSP4 4-8dx1 /z 4-8dx1 /z Stud to Sill Plate 315 210 250 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Refer to Figure 8a for overall dimensions of the RSP4 plate connector. 2.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 3.Tabulated allowable loads have been increased for wind or earthquake loading.No further increase is allowed.Allowable loads must be reduced when other load durations govern. 4.Refer to Figure 8b and 8c for connection configurations. 5.F,load direction is parallel to plate,and Fz load direction is perpendicular to plate. �136� O 0 O O 1�6� 4% 00 (�li 4'% o 00 II o ° 0 o ° 00 �ZLBI SSL'-I Figure 8& RSP4 Stud Plate Figure 8b—RSP4 Installation: Figure 8c—RSP4 Installation: Connector Dimensions Stud to Double Top Plate Stud to Sill Plate TABLE 9—SSP AND DSP STUD PLATE TIE CONNECTORS FASTENERS ALLOWABLE UPLIFT LOADS (Ibs) MODEL (Quantity-Type) Where Co=1.33 or C0=1.6 NO. Studs Double Top Plate Sill Plate Double Top Plate Sill Plate S.G.=0.50 S.G.=0.50 S.G.=0.43 4-10dx1'/z 3-10dx1'/2 350 — — SSP — 1-10dx1 /2 — 420 325 4-10d 3-10d — 435 — — 1-10d — 455 420 775 _ i••• 8-10dX1'/2 6-10dx1 /z 660 i • • 545.0• •••••• 2-10dx1 /z DSP 6-10d — 825 _ 00 ' " 0 '• 8-10d — 2-10d — 825 ••e; • S00 •• ••••'• For SI:1 inch=25.4 mm,1lbs=4.45 N. •. ••• • :*s••: 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowetr Reduce loads Ditgr?Mer .0... load durations govern. •••••• •. • 00:000 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be Don sidered. •••••• 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and%e of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the fie connectors must be filled v$ifi94&fpecified quatAtity •• and type of nails. • • • • ••••o• 5. t ••• • :00000 goes e 0 6y,• o °o o e o SSP Installation: DSP InsIon: SSP DSP Single Stud to Sill Plate Double Stud to Double Top Plate FIGURE 9—SSP/DSP STUD PLATE TIES 0000 0000•• 0000 • • 0000•• •• • 0000•• • 0000•• • • • • 0000 •••••• • • 0000• • 0000 0000• 0000 0000•• 0000•• • •• •• •• • • • ••�••• •00000 • • • • 0000•• •000•• • • • • • 0000 • •• Pag$12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS"' HGT DISTANCE BETWEEN FASTENERS ALLOWABLE UPLIFT ap CONNECTOR LOADS6' MODEL WIDTH ANCHOR RODS (quantity-Type) NO. (on center) Where Co=1.33 or Cc=1.6 ( ) (Inches) AnchorRod To Multi-ply Truss (lbs) HGT-2 35/,e 53/4 2-e/e Dia. 16-10d 10,980 HGT-3 4 s/18 7% 2-5/e°Dia. 16-10d 10,530 HGT-4 69/16 1 9 2-4e Dia. 16-10d 9,520 For SI:1 Inch=25.4mm,1 lbs=4.45 N. 1.The HGT connector can accommodate top chord slopes from minimum 3:12(14')to maximum 8:12(34°)and are provided with crescent washers for sloped top chord installations. 2.All elements of the tie-down assembly(multi-ply trusses,vertically aligned wood studs/posts,and the hold-down connectors attached to the wood studstposts)must be designed to resist applied loads. 3.The HGT-2,HGT-3,and HGT-4 connector attaches to the heel joint of a two-ply,three-ply,and four-ply wood truss,respectively,where each ply thickness Is nominal 2 Inches. 4.When the HGT-3 is used with a two-ply truss,shimming Is required,and the shimming material must be similar(thickness and grade of lumber)as the truss member material. Additionally,the entire assembly must be designed by a registered design professional to act as one unit. 5.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 6.The uplift loads have been increased for wind or earthquake loading with no further increase is allowed. Reduce loads when other load durations govern. 7.Anchor rods must be used to connect the HGT connector to the hold-down or tie-down devices attached to the vertically aligned wood studsipost. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP%-inch washers must be installed on top of each crescent washer.LBP washers and crescent washers are required.Crescent washers are supplied with the connector. LBP%washers are available from Simpson Strong-Tie Company,and are 2-inch square by 9/e4- Inch thick galvanized steel washers with a center bolt hole to accommodate a 51a-Inch diameter threaded bolt1rod. Install two LBPO'a washers on top of each crescent washer (total four W washers)for woos installation.M washers and crescent washers are required. Creaent washers are supplied. Crescent washer supplied and required \!�4 °°°0 0 � • 0000•• 0000•• 1118 � �o� oo i't'lI • •t 0.00•0 00•0 00000*•••i• •• • Washer • i ot • • • 0 00 uiret • : 0 so0000•• 00 000 0 0 •• 66 • 0666•6 HGT-2 (HGT-3 and HGT-4 similar) • • • • 6 • • 6 :0..:. • •0000• Typical HGT-3 Installation,with H1T22 Tension Tie 6••6 � •6•• 0 6 6••0 connectors used to attach the HGT Tiedown to the HTT22 Tension Tile • • vertically aligned wood post/column. The design of (Not covered In thIV • the HTT22 tension do connectors attached to the Evaluation Report.) wood post/column Is outside the scope of this report FIGURE 9—HGT HEAVY GIRDER TIEDOWN CONNECTOR � i •��• s • � • • • • • •• • •• � • • • • •��• • • • • •��• •��• • • • • • • • • • • � • •��• � • • • •��• • • • • • • • ESR-2613 Supplement FSREPORT TI Issued February 9, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. BuWnewlftoofad tee'5360 Woft an W Rid,Whaler,Cdbmia 9=1■(562)699-ow Regional Office■900 lvlont Road,Suite A,Bhr ftham,Alatema W213 ■(MM 599-9800 www.icc-es.org ReglonW Office■4051 Wed Flow=Road,Country Club Hips,Nnols 60478■(708)799-2305 DIVISION:06—WOOD AND PLASTIC Section:06090—Wood and Plastic Fastenings REPORT HOLDER: SIMPSON STRONG-TIE COMPANY,INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON,CALIFORNIA 94588 (800)925-5099 www.stronatie.corn EVALUATION SUBJECT: SIMPSON STRONG-TIE HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE Compliance with the following code: 2004 Florida Building Code—Building Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the Simpson Strong-Tie hurricane and seismic straps and ties described in the master report comply with the 2004 Florida Building Code—Building,when designed and installed in accordance with the master evaluation report. Use of the Simpson Strong-Tie hurricane and seismic straps and ties described in the master evaluation report,for compliance with the High Velocity Hurricane Zone Provisions of the 2004 Florida Building Code—Building,has not been evaluated,and is outside the scope of this supplement. 009000 6••• This supplement expires concurrently with the master evaluation report issued on February 1,2008. 6 6 6 see* • .••'•• ...... . .. .00.0• 0000.• • • • 0060•. 00000 00.0 • • • • • • 0000•. 0ae0.6 ••e• 60.66 e• •• 66 • ••e••6 • • • • • 0000.• •066.0 • • • • • • • 66.0.6 • 6 • •• e ES' REPORTS— are.not to be caul ued as representing aesthetics or any other attributes not spec ykally addressed nor are they to be construed as an endorsementofthe subject ofthe report or a recommendation for its use.There is no warranty byICCEvaluation Service,Inc.,express or implied,as to anyfinding or other matter in this report,or as to any product covered by the report. armanmummeP-F= exouumaaro-UM Copyright©2008 Page 1 of 1 o ESR203 Used f®r Florida State Wide Product Approval FL11169 Products ®n this Report which are Product FLN HTU210 11169.2 HTU210-2 11169.2 HTU26 11169.1 HTU26-2 11169.2 HTU26 11169.2 HTU26-2 11169.2 LUC210Z 11169.3 LUC26Z 11169.3 . . .... ...... ...... . .. ...... •••s • 0000• 0000•• 0000 0000• • • • • • •• •• •• • 0000•• •••••• • • • • • • • 0000•• 0000•• • • • • 0600• 00 0 SIM ■ SON SE PS0N STRONG-TiE COMPANY, WCC 0000.. 0000 . . • . . . . .0000. ..• . 0000.. .00.90 0000.. 0000 0000. 0000.. . 0000 0000. 0000 0000.. 0000.. . .. .. .. . . .0.6 60 . 0000.. 0000.. • • 0000 .. t D' REPOR" Issued June 1, 2008 This report is subject to re-examination in one year. ICC Evaluati®n Service, Inc. BuBbmwNWorad OIHo®a 5360 wo&m W Road,WWar,Caftrmhi M1©(582)650543 Regional Oflim a 800 Mont*&RoW Suiba A,Bhnftham,Alabama 35213 ®(205)598-9800 www°I t:C-i3S°ora ReMomaU Office®4051 west Rossmoor Road,Country Club Hflls,Mnols 60478 a(708)799-2305 DIVISION.06-WOOD AND PLASTICS 3°2 LiJCZ Hanger Series: Section:06090 Wood and Plastic Fastenings The LUCZ hangers are face-mounted, and are designed to REPORT HOLDER: support nominally dimensioned 2-by-6, 2-by-8, 2-by-10 and 2-by-12 beams and joists. LUCZ hangers have concealed SIMPS®N STR®NG=TIE C®MPANVP,INC. flanges to allow for Installation near the end of a supporting 5956 WEST LAS P®SBTAS R®tILEV9f�RD member such as a ledger or header.The hangers are formed 69 ANT®N,CALIFORNIASITAS ULE from No.18 gage galvanized steel.See Table 2 and Figure 2 LEfor hanger dimensions,required fastener schedule,allowable ( )999-5099 loads and a typical installation detail. wwvu.stronctie.com 3°3 Materials: EVALUATION SUBJECT: 3.3.1 Steell: The HTU hangers are manufactured from galvanized steel complying with ASTM A 653,SS designation, SIMPS®N STRONG-TIE HTU ANIS LUCZ HANGERS Grade 40,with a minimum yield strength, Fy,of 40,000 psi (275 MPa)and a minimum tensile strength,Fu,of 55,000 psi 1.0 EVALUATION SCOPE (379 MPa). The LUCZ hangers are manufactured from Compliance with the following codes: galvanized steel complying with ASTM A 653,SS designation, Grade 33,with a minimum yield strength, Fy, of 33,000 psi ® 2006 International Building Code®(IBC) (227 MPa)and a minimum tensile strength,Fu,of 45,000 psi ® 2006 International Residential Code®(IRC) (310 MPa).Minimum base-metal thicknesses for the hangers in this report are as follows: Property evaluated: NOMINAL MINIMUM Structural THICKNESS SASE4WETAL 2,0 USES (gage) THICKNESS (Inch) The HTU and LUCZ hangers described In this report are used No.16 0.0555 as wood framing connectors In accordance with Section No.18 0.0445 2304.9.3 of the IBC. The products may also be used In For SI°1 inch=25.4 mm. .... structures regulated under the IRC when an engineered ° design Is submitted In accordance with Section 8301.1.3. The hangers have a minimum G90 zl4c c gAgg speci"tfdrn 6066:6 3°0 DESCRIPTION in accordance with ASTM A 653.Somemodels(desk ated • with a model number ending with Z)are ar fiable withe GWI� o e o s e. 3°1 HTU Hanger Series: zinc coating specification in ac cordanosovAbASTM A 663. . . The HTU hangers are face-mounted, and are designed to Some models (designated with a model owmber ending 4n :""; support trusses r Installed with full or partial heel heights and HDG)are available with a hot-dip galvahleaft,also kc3t'4Aci 49 .0:.a gaps of up to, but not exceeding, t/z Inch(12.7 mm)and t/e minimum ubatchu aspecified coating zation,In accordance gh o t s of ti Inch(3.2 mm)between the truss and the supporting girders. g 9 Zdf'4 g4 A 000000 square foot of surface area(600 g/mZL JgtgiJor both sides. "• Minimum and maximum nailing options provide solutions for Model numbers for the HTU series hapgers Ir this report do design with varying heel heights and support conditions.The not include the Z or HDG ending,but the inf6rmatio o ef+ariR► HTU hangers are formed from No.16 gage galvanized steel. applies. The lumber treater or the•holder.of this report ...... See Table 1A and Figures 1A and 1 B for hanger dimensions, (Simpson Strong-Tie Company) should be ccntact9d M; ' . required fastener schedule,allowable loads and an Installation recommendations on the appropriate level of coff8sior? detail for installations in which the gap between the truss and resistance to specifyfor use of steel connectors in contact with the supporting girders is less than or equal to /Z Inch (12.7 the specific proprietary preservative-treated or mm). See Table 113 and Figures 1A and 1B for hanger fire-retardant-treated lumber. dimensions,required fastener schedule,allowable loads and an installation detail for installations in which the gap between 3.3°2 Wood:Wood members with which the connectors are the truss and the supporting girders Is less than or equal to% used must be either sawn lumber,structural glued laminated Inch (3.2 mm). See Table 1C and Figures 1A and 1C for timber or engineered lumber having a minimum specific hanger dimensions, required fastener schedule, allowable gravityof0.50(minimum equivalent specific gravityof0.50for loads and an Installation detail for Installations in which the engineered lumber),and having a maximum moisture content minimum allowable number of nails is driven into the of 19 percent(16 percent for engineered lumber)except as supporting girder, and the gap between the truss and noted In Section 4.1. The thickness of the supporting wood supporting girder is less than or equal to'/2 Inch(12.7 mm). member(header,beam or ledger)must be equal to or greater REPORTS- are not to be coasdua as representing aesthetics or any other atotbutes not spe&*41iy addressed,nor are they to be consbued as an endorswwd ofthe subjectofthe reportorarecommmdationfor ib usa There is no warranty by1CCEvaluation Se idm Inc.,eVress or impW as to anyfmdtng or other matter in this report'or as to any product covered by the-part. C� nmuaraemwcmmx Copyright©2008 Page 1 o1 e 6666 6666.. 6666 . . 6666.. 6666.. 6666 Soo**: 6666 6666. 6666 6666.. .. .. .. . . .0600. .60006 . 6 . . 6666.. .0000. . * 0 0 ..6. .. Page 2 of 6 ESR 2203 than th®length of the fasteners specified In the tables In this the manufacturer's published Installation instructions, this report,or as required by wood member design,whichever is report governs. For installations in engineered lumber, greater. minimum allowable nail or screw spacing and end distances, as specified In the applicable evaluation report for the 3.3.3 Fasteners: Nails used for hangers described in this engineered lumber,must be met. report must comply with the material requirements, physical properties,tolerances,workmanship, protective coating and 4.3 Special Inspection: finishes, certification, and packaging and package marking requirements specified in ASTM F 1667.The nails must have 4.3.11 IBC:For structures regulated under the IBC,periodic the following minimum fastener dimensions and bending yield special Inspection must be provided for components within the strengths(Fy,,): seismic4brc e-resisting system in Seismic Design Category C, D,E or F In accordance with Section 1707.3 or 1707.4,with NAIL NAIL NAIL FY, the exception of those structures that qualify under Section DESI®NATI®N SHANK W IETER LENGTH (psi) 1704.1. (Inch) 10d x 1% 0.148 1'!Z 80000 4.3^2 IRC:For structures regulated under the IRC,special 10d 0.148 3 90000 inspections are not required. 16d 0.162 31/Z 800001 5.0 CONDITIONS OF USE For Si:1 Inch=25.4 mm,1 Ibflin2=6.88 kPa. The Simpson Strong-Tie products described In this report Fasteners used In contact with preservative-treated or comply with,or are suitable alternatives to what is specified in, fire-retardant-treated lumber must comply with IBC Section those odes listed in Section 1.0 of this report,subject to the 2304.9.5 or IRC Section R319.3,as applicable. For use with following conditions: treated lumber,the lumber treater or the holder of this report (Simpson Strong-Tie Company),or both,should be contacted 5.1 The connectors must be manufactured, Identified and for recommendations on the appropriate level of corrosion installed In accordance with this report and the resistance to specify for the fasteners as well as the manufacturer's published installation instructions.A copy connection capacities of fasteners used with the specific of the instructions must be available at the Jobslte at all proprietary preservative-treated or fire-retardant-treated times during installation. lumber. 5.2 Calculations showing compliance with this report must 4.0 DESIGN AND INSTALLATION be submitted to the code official.The calculations must be prepared by a registered design professional where 4.1 Design: required by the statutes of the jurisdiction in which the The tabulated allowable loads shown in Tables 1 through 3 project Is to be constructed. are based on allowable stress design and Include the load 5.3 Adjustment factors noted In Section 4.1 and the duration factor,Co,corresponding with the applicable loads in applicable codes must be considered,where applicable. accordance with the AF&PA National Design Specification for ••0• Wood Construction and its supplement (NDS). No further 5.6 Connected wood members and fasteners must awsply,' Increases are permitted for load durations other than those respectively,with Sections 3.3.2 srwO.32 of this rapor4. •• specified. Tabulated allowable loads apply to products 5.5 Use of connectors with preservarre-treated 'or ""•• connected to wood with a moisture content of 19 percent or fire-Petof connectors with mprMe'i�i��cordancewlidr • • less(16 percent or less for engineered wood)at the time of •••••• Installation,and used under continuously dry conditions where Section 3.3.1 of this report. UpAW fasteneftva. • • preservative-treated or fire-retardfidlPtreated lumber ••••• sustained temperatures are 100 F (37.8 C) or less. When ti0l with S d must be in accordance wecq of thi rt •6:609 connectors are installed in solid sawn lumber having a M.� q 00 00 00 0 00.000 moisture content greater than 19 percent, or where wet 6.0 0R®ENCE SUIRI LOTTED service Is expected, the allowable loads in this evaluation :••:': •. report must be adjusted by the wet service factor, Cm, Data In accordance with the ICC-ES Acc eptahce CriNglor• •••••• specified in the NDS for dowel-type fasteners under lateral Joist Hangers and Similar Devices (4C1 V'Gated October • • loads. When connectors are installed in wood that will 2006(corrected March 2007;editoriallyteviseld April P@T!, :•••• experience sustained exposure to temperatures exceeding 7.0 IDENTIFICATION 0• • 100°F (37.8°C), the allowable loads in this report must be adjusted by the temperature factor,C„specified in the NDS. The products described in this report are identified with a Connected wood members must be analyzed for load carrying die-stamped label indicating the name of the manufacturer capacity at the connection In accordance with the NDS. (Simpson Strong-Tie),the model number,and the number of 4.2 Installation: an Index evaluation report (ESR-2523) that Is used as an Identifier for the products recognized in this report. Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published Installation Instructions.In the event of a conflict between this report and 660. 6 0 0.00.0 .00• . . . . so. . . .. 0 6 0 0000.. .. . 0000.. . 0000.. .6.66. 0000 .6006. . 6 0000. . 0000 0000. . 00 0000.. . 0000.. .00.. .. .. . . ...... .00000 . 0 6 . 0000.. 060.0. . . • F ' Page 3 of 6 ESR-2203 TABLE 1A—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('/2 Inch Maximum Gap Between Supporting Member and Supported Member—Maximum Number of Nails Into Supporting Member) DIMENSIONS° FASTENERS5 ALLOWABLE LOADS''r''(Ibs) (Inches) (Quantity-Type) MODEL No. Into Into Uplift, Download W H B Supporting Supported Member Member Co=1M Co=0.8 Co=1.0 Co=1.15 Cu=1.25 Co=1.33 Cp=1.6 Or=1.6 Single 2X Sizes HTU26(1/2"Gap—Min Heel)' 1 6/8 5 7/1s 3'/2 20-16d 11-10dxl'/2 670 2660 2735 2735 2735 2735 2735 HTU26(1/2"Gap—Min Nail)2 1 5/e 5 '/,e 3% 20-16d 14-10dxl'/2 1175 2660 2940 3100 3100 3100 3100 HTU26(1/2"Gap—Max Nail)3 1 54 5 '/,e 3'/2 20-16d 20-10dxl'/2 1215 2660 2940 3340 3600 3760 3760 HTU28(1/2"Gap—Min Nail)2 1 r% 7 'l,a 3'/2 26-16d 114-1 Odxl'/2 1125 3460 3770 3770 3770 3770 3770 HTU28('/2"Gap—Max Nail)3 1 51, 7 'l,e 3'!2 26-16d 26-10dxl'/2 1920 3460 3820 4340 4680 4940 5015 HTU210(112 Gap—Min Nail)2 1 5/1 9 '/16 31/2 32-16d 14-10dxl'/2 1250 3600 3600 3600 3600 3600 3600 HTU210(112 Gap—Max Nail)3 1 51, 9 '/,e 3'/2 32-16d 32-10dxl'/2 3255 4255 4705 5020 5020 5020 5020 Double 2X Sizes HTU26-2('/2 Gap—Min Nail)2 3 5/1, 5 '/,e 3'/2 20-16d 14-10d 1515 2660 2940 3340 3500 3500 3500 HTU26-2(1/2"Gap—Max Nail)3 3 54, 5 '/,, 31/2 20-16d 20-10d 1910 2660 2940 3340 3500 3500 3500 HTU28-2('/z Gap—Min Nail)2 3 5/,6 7 '/,e 31/2 26-16d 14-10d 1490 3460 3820 3980 3980 3980 3980 HTU28-2('/p Gap—Max Nall)3 3 5/,e 7 '/,s 31/2 26-16d 26-10d 3035 3460 3820 4340 4680 4940 5555 HTU210-2('/z"Gap—Min Nail)2 3 5/15 9 '!,e 31/2 32-16d 14-10d 1755 4255 4255 1 4255 4255 4255 4255 HTU210-2(1/2 Gap—Max Nail)3 3 61% 9 '/1e 31/2 32-16d 32.10d 3855 4255 4705 1 5345 5760 6080 1 6470 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'The suffix'(1/2"Gap—Min Heel)'following the model number corresponds to installed conditions where the gap between the supporting member and supported member is more than'/a inch(3.2 mm)and less than or equal to 112 inch(12.7 mm),and the minimum allowable number of nails,as specified In the table,are driven Into the supported wood truss. •••• 2The suffix'(1/2"Gap—Min Nail)'corresponds to installed conditions where the gap between the supporting member and supported member it KO •••••• than'/a Inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the minimum allowable number of nails,as specified Wile 15ble abW@,are, •• driven Into the supported wood truss. • • . • 3Ths suffix'('/z"Gap—Max Nail)'corresponds to installed conditions where the gap between the supporting member and supported member is more •••••' than'/a inch(3.2 mm)and less than or equal to 1/2 Inch(12.7 mm),and the maximum possible number of nails,as specifiecjifl ReMble above,ate ;••• ; driven into the supported wood truss. *000 • • , • °Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 113 for atypical installation detail. •.•..• :•••'• ....• 5Allowable loads correspond to installations where the maximum possible number of nails are driven Into the supporting mgMtp`.Refer, to Sg4%%3.3.3 ••;••• of this report for nail sizes and required minimum physical properties. • • • • • 'Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. •• •• '• ' ""0 'Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building c'o84%;a Sections 4.1 and •0 4.2 for design and installation requirements. • • . • .••••• so 'HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist al Mich the lateral movement of the top or bottom of the joist with respect to Its vertical position is 0.125 inch(3.2 mm),for joists ha%%8 hoght no grppi;ythan :•••• the height(H)of the hanger. • • • ,Allowable uplift loads have been increased for wind or earthquake loading with no further Increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. . 1 goes 06.66• •..• • • • • . • •0060• o• . 0000.. • e � . 0.000• 0..000 0..000 . • 000.0 • •.•• •:000.0 •..• ••.g•• :•o• • •. •• •• • 0.6000 • • • • 600.6• 00 ••••6. • • 0 00 Page 4 of 6 ESR 2203 TABLE 10-0IMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS Inch Maximum Gap Between Supporting Member and Supported Member–Maximum Number of Nails Into Supporting Member) DIMENSIONS° FASTENERS' (Inches) (Quantity-Type) ALLOWABLE LOADS 8''',(Iba) MODEL No. Into Into Uplift, Download W H B Supporting Supported Member Member C•=1.33 CD=0.g C0=1.0 Co=1.15 01.25 Co=1.33 Cp=1.6 or=1.6 Single 2X Sizes HTU26(/B Gap–Min Heel)' 1 % 5 7/1e 3'/2 20-16d 11-10dx1'/2 730 2660 2940 3045 3045 3045 3045 HTU26('/e"Gap–Min Nail)2 1 % 5 3% 20-16d 14-10dx1'/2 1250 2660 2940 3200 3200 3200 3200 HTU26('/e"Gap–Max Nail)3 1 % 5X1,8 3'/2 20-16d 20-10dx1'/2 1555 2660 2940 3340 3600 3800 4010 HTU28('/a"Gap–Min Nail)2 1 % 7 '/,e 3'/2 26-16d 14-10dx1'/2 1235 3460 3820 3895 3895 3895 3895 HTU28('/8"Gap–Max Nail)3 1 % 7 1/1s 31/2 26-16d 26-10dx11/2 2140 3460 3820 4340 4680 4940 5435 HTU210('/8"Gap–Min Nail)2 1 "/8 9 '/,8 392 32-16d 14-10dx1'/2 1330 4255 4355 4355 4355 4355 4355 HTU210('/8"Gap–Max Nail)3 1 5/8 9 '/18 3'/2 32-16d 32-10dx1'/2 3315 4255 4705 5345 5760 5995 5995 Double 2X Sizes HTU26-2('/s"Gap–Min Nail)2 3 5/1s 5 'N 31/2 20-16d 14-10d 1515 2660 2940 3340 3600 3800 3910 HTU26-2('/""Gap–Max Nail)3 3 5/,e 5 '/,e 392 20-16d 20-10d 2175 2660 2940 3340 3600 3800 4485 HTU28-2(1/8"Gap–Min Nail)2 3 5/18 7 '/,8 3'/2 26-16d 14-10d 1530 3460 3820 4310 4310 4310 4310 HTU28-2(/a"Gap–Max Nail)3 3 5/,e 7 '/1e 31/2 26-16d 26-10d 3485 3460 3820 4340 4680 4940 5850 HTU210-2(%"Gap–Min Nail)2 3 8/,e9 '/,e 31/2 32-16d 14-10d 1755 4255 4705 4815 4815 4815 4815 HTU210-2(1/9 Gap–Max Nall)3 3 5/,e 9 '/,e 31/2 32-16d 32-10d 4110 4255 4705 5345 5760 6080 7200 For SI:1 Inch=25.4 mm,1 pound=4.45 N. 'The suffix'('/8"Gap–Min Heel)'following the model number corresponds to installed conditions where the gap between the supporting member and supported member is /8 inch(3.2 mm)or less,and the minimum allowable number of nails,as specified in the table,are driven Into the supported wood truss. 2The suffix'(% Gap–Min Nail)'corresponds to installed conditions where the gap between the supporting member and supported wood trydblil" inch (3.2 mm)or less,and the minimum allowable number of nails,as specified in the table above,are driven Into the supported•wooditss. •••• •••••• 'The suffix'('/7 Gap–Max Nail)'corresponds to installed conditions where the gap between the supporting member and supported wood Was Is;1. .• Inch(3.2 mm)or less,and the maximum possible number of nails,as specified in table above,are driven into the supported W9%cLtryss. •e,0 °Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1 B for a typical installation detail. • *se• • r'Allowable loads correspond to installations where the maximum possible number of nails are driven Into the supporting met;MVIZefer to Sectl8n 3.3.3 of this report for nail sizes and required minimum physical properties. 000000 :00•:• • • "Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. so** • •..• 'Tabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable buildinowile..ape Sectiopsq.1 and •�; • 4.2 for design and installation requirements. • • • • • 8HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at Alch ••�':' the lateral movement of the top or bottom of the joist with respect to its vertical position Is 0.125 Inch(3.2 mm),for joists haVna b Raight no greafer than • the height(H)of the hanger. • • • • •••••• "Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulatedmilow�able uplift Icac�s must be • reduced proportionally when other load durations govern. •. **so •••• a a 9 t •f•• f ♦ •f••0• ••!• • Y • • •• • •• 0 ! 0 • •0000• •• • ••i•Y0 • f • • • 0000 iii0f• • • 000• • 0000 • 0• i•••• 0000 •f•••f 000!0• • •• •• •• • •0000• 0000 sees • • C Page 5 of 6 ESR 2203 TABLE 4C—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS—ALTERNATE INSTALLATION (Minimum Number of Nails Into Supporting Member) DIMENSIONS' FASTENERS 3 (Inches) (Quantity-Type) ALLOWABLE LOADS°'B'B'(lbs) MODEL No.' Into Into UpliftB Download W H B Supporting Supported =1.33 Member Member Co Co=0.9 Co=1.0 Co=1.15 or=1.6 Co=1.25 Co=1.33 Co=1.6 Single 2X Sizes HTU26(Min) 16/a 57/1s 3% 10-16d 14-10dx1'/2 925 1330 1470 1670 1800 1900 2040 HTU26(Max) 15/e 57/1, 3% 10-16d 20-10dx1'/2 1310 1330 1470 1670 1800 1900 2250 HTU28(Max) 16/e 7'/,e 3% 20-16d 26-10dx1'/z 1920 2660 2940 3340 3600 3800 3905 HTU210(Max) I% 9'/,e 3'/2 20-16d 32-10dx1'/2 2760 2660 2940 3340 3600 3800 3905 For SI:1 Inch=25.4 mm,1 pound=4.45 N. 'The suffix"(Min)"following the model number corresponds to installed conditions where the minimum allowable number of nails are driven into the supported wood truss.The suffix"(Max)"corresponds to installed conditions where the maximum possible number of nails are driven into the supported wood truss. 2Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1 C for an alternate Installation detail. 3Allowable loads correspond to installations where the minimum allowable number of nails are driven into the supporting member. Refer to Section 3.3.3 of this report for nail sizes and required minimum physical properties. °Tabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. BTabulated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and Installation requirements. BAllowable loads are based on a maximum allowable gap of Inch(12.7)between the supporting member and supported member. 7HTU series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 Inch(3.2 mm),for Joists having a height no greater than the height(H)of the hanger. BAllowable uplift loads have been Increased for wind or earthquake loading with no further Increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. i ° D ° p D e ° o ie 0¢ ° • ••.• 0000•• 0 ° e ° 6 e H °O °e 00 . •• • 0• ° 00 0 0 0 • • • • o ° ° 0 0 �o o�oo 0000•• • •• ♦�.••• °O OOoo��oo 000 • Q Qqq OOOO 00 O !0000 • • • 0 (W ° 01 X00 QO00 • • •.•.•• 000p OO 0000•• •11' O QoO pO 0000 • 0000• �° O O 0000 0000 0000 0!000• 0!000 • • • FIGURE 1A—HTU SERIES HANGER FIGURE 1 B—TYPICAL HTU INSI ALLATION ••a• sees** • 0 0 • • 000008 4,00 °°o l 0o tOUG 00 a 0 II 00 OQt� °o oo°tOV� 0 tlOp FIGURE 1C—ALTERNATE HTU INSTALLATION Page 6 of 6 ESR-2203 TABLE 2—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS DIMENSIONS FASTENERS' ALLOWABLE LOADS 21 9'4 9(lbs) MODEL No. ranches) (Quantity-Type) W H Into Supporting Into Supported Uplift° Download Member Member 01.33 Co=1.60 Co=0.9 Co=1.0 Co=1.15 C0=125 6-10dx1'/2 615 730 640 710 810 875 LUC26Z 19/is 49/4 6-10d 4-10d x 1'/2 615 730 640 710 810 875 6-16d 615 730 760 845 965 1040 10-10d x 1'/2 925 1100 1065 1185 1345 1455 LUC210Z 19/'a 79/4 10-10d 6-10d x 02 925 1100 1065 1185 1345 1455 10-16d 1 925 1100 1270 1410 1605 1 1735 For SI:1 Inch=25.4 mm,1 pound=4.45 N. 'Allowable loads correspond to installations where the maximum possible number of nails is driven Into both the supporting member and the supported member. Refer to Section 3.3.3 of this report for nail sizes and required minimum physical properties. 2Tabulated allowable loads are for installations In wood members complying with Section 3.3.2 of this report. 9Tabuiated loads must be selected based on the applicable load duration factor,Co,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. 4The maximum allowable gap between the joist end and the supporting member Is 1/s Inch(3.2 mm). 6LUCZ series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to its vertical position is 0.125 inch(3.2 mm),for nominal 2x6 joists supported by the LUC26Z and nominal 2x10 joists supported by the LUC210Z. OAllowable uplift loads have been increased for wind or earthquake loading with no further increase allowed.The tabulated allowable uplift loads must be reduced proportionally when other load durations govern. ® m m e m® 9 0 ' e m 0 0 o •m 0 •••••• • •• •••••• • •••••• •••• ••••• FIGURE 2—LUCZ SERIES HANGER AND INSTALLATION DETAIL •• •• •• • •••••• • Go 0 Sege • • • • •••••• • 1 0000 0000•• 0000 • • • • • • 0000•• •• • 00:00• • • 0 00.066 •••••• • • • • 0000 6•••Y• O • .0000 • 0000 • •OO• •• 0000 •ss•O• • • • • • 0000•• • •• *000 • • • •0.60• Osseo• • a • I t e 2 3 4 5 6 e NOW 2 x 4PT WOOD ATTACHED TO (2) 3eNAIL SITE INFORMATION: 2 x 8 PT WD RAFTER LEGAL DESCRIPCION: �} � A1�1,4,,JWaTfi PLAT?DOOIe3 (2) H2.5 SIMPSON TIES WITHwcrocersoNee1�i7� of 3.5` NOA APPROVAL FL# 10456.11 SCOPE OF WORK: 3 (5) 10D- 1 1/2 NAILS INTO WOOD RAFTER °°�F°"MAWFLg 71 "� (5) 10D- 1 1/2 NAILS INTO WOOD BEAM. ""x'7°-2'6" PERGOLA ��,. .a SOIL STATEMENT: 1's"— (2 2"x10'PT WD BEAM swa W(2)1/2"DU1M THRU BOLT. FOMMFOUNMTM ONco m u�tu� ALL WOOD MEMBERS TO BE SELECT STRUCTURAL \ SPRUCE PINE AM 6"x 6" PT COLUMN ALL WOOD PT RATE #2 U cr nne PROVIDE FIBERED ROOF COATING 00 MATERIALS: AROUND EMBEDED PT WOOD COLUMN M ALL WOOD BE. FUNDATION NOTE: NEW 27"X 27"X 27" M SELECT STRUCTURAL SPRUCE PME PT FOOTING 3000 PSI Fb■1�pa PROVIDE 2#5S THRU WOOD COLUMN c) >; •; ;;• •.••.• R` T�00 Od MIN 3" RECOVER ; ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . .. .. . .. . .. goo 90e .. . . .. . . . . . . . . ... . ... ... . Go: 00: see see . .. . . . . ... . . .. ... . . . . . .. 1 2 3 4 5 6 COPMIGMt PFgRVED ��''THEPAnODISTRICT OPEN TRELLIS FRAMING PLAN . 2 MSCALE 1/4" = 1'0" DtlNL-R 5i°tl 2" x 8" PT WOOD RAFTER .. 23' VICTOR E Nee 6" x 6" PT WOOD COLUMN TYP °��°"""R"U""°' MAM R 0.'1171 m4wem-mom 2" x 10" PT WOOD BEAMS U cr nnF =r. E W 6' 2" x 4" PT YNOOD a A('PRC?VED__ DA NEW TRELLIS co M �>-j M M 3�- TicIonPrVWW�Arr� �' `�, • 7O Elaur Q 87RUCUJRE P)W law wEGDE ANCHORS �•;�,� J :6009: W x 12'EXISTING TIE BEAML Ln 'Li,•• Q 6 6 6 6 6 6 "-I • LUC26Z SIMFWN BUCKET �• o Q 6 2" x 10" P.T WOOD BEAMS ATTACHED TO EXISTING APROVAL#FL 11169.3 066660 6 , STRUCTURE (8) 1/2" x 6"WEDGE ANCHOR ra;-10DI11/2 NAILS TO ILS TO RAFTER �.."1>s 6666. 6666.. 0 0 • • • .6666. •• 6 . .. 3 CONNECTIONS DETAIL SCALE N.T.S m A2 ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . .. .. . .. . . . . . . . .. . . .. . . . . . ... 0.0 ... ... . 00: me: 000 see . .. . . . . ... . y a � 2 3 4 5 6 r 1-T acgr+vm T ZPATor.) PICT I TLTATDMMU 9946 _W YRY-F.Z PIIplb hB--51128% SIDES T BACK VICTOR CCKON Pe. clw elm2 y; SM FoWAPEMUE BLVD♦%G MM R 4WA REAR SET BACK PHOW 7Q8.2U 5282 49 m POOL NEW 1'RE 2 L) (0 M M W M ONE STORY CBSa,J 6•6 RESIDENCE#9125 • • .. Ta w. (/� •• . � . . .. so 06*060. Q :. .:. . . C:7 rn Z 0466 06600 :Q ...... y —�4A �m .. ... .L RE;A , D .'. . :sees .. . . .• • • . Q 4 SITE PLAN , , SCALE 1/4" = 1'0" A3 ... . . . ... . . . .. .. . . . .. .. . . . . . . . . . . ... . . . . ... . . .. .. . .. . .. . . Goo .. . . .. . . . . . . ... . ... ... . es: so: ego 000 . .. . . . . ... . .. ... . . . . . .. . . ••• . • • • .. .. . .•. .. .. .• • • ••• • • • • ••• • • • •• • •• • • • • •• • •• • • • • • • •• • • •• • • • • • • • • • ••• ••• • ••• • SXT dSSFv Z 4r 3WVN d3NM0 0. •• • • • •• •• •• �.0 s Q � Q w W Z d � � z �W o8 O � < o > CL }.- a EE m m 1 ILIb J . . ... . . ... . . . . . . . . .. . . . ... . . . . ... • • • • •• • •• • • • • • • •• • • •• • ••• ••• • ••• • t: SJ,]] dSSSd Z is •• r • 3.VN +3N O • •• �Q ul AV Ril :1M EZT�b LU Q I< LJ > ae _� Mi w J ii\ice\ice\ Z_ N Z w p a \\ N 03 x LL's rL C� \///\\/// W k9 aFlk ED Su on pch e N 2 a ... . . . ••• . . • • • • • • • • • • • •• • •• • • • • • ••• • ••• ••• • t 1 2 1 3 4 5 6 COPttNGHi PE4PVID 2x 4 PT WOOD ATTACHED TO sP THERA'ngp"C-r �3'� Viii+ MTATA"S7RCf St06 tAV A AY. Y�Y-R-.M1M1n1 Rtl�6 T18-611IIB� w.A¢bMltlm. 0 a:evrMnianee VICTOR CCRON F aa.smta H2 S SIMPSON TIES WRIT 73, APPROVAL FL 01096611 10D-112 NAILS INTO WOOD RAFTER Bees Fortraa�ue e�w ms 10D-112 NAILS INTO WOOD BEAM. uu�e R x°2 PROW�-lei GM L WOAD MEMBFJtS TO BE SELECT 8TRUCTURAL RUCE PINE x8'PT COLUMN ALL VMD PT RATE#2 tS �6 U cr nu DO VIDE FIBERED ROOF CCATNO r� ND EMBEDED PT WOOD COLUMN ATION NOTE:NEW2TX2T X 2T,7FUN ING=PBIVIDE2#63THRUWOOD COLUMNM•RECOVER 111 lll� 1111,11,1111,11,1111,11, 1111,11,1111,11, 1111 lill 1111 lill 1111 11111111111111111 PRMaWOVWIDE 3 0 I ' // // // // // // // // // // // // // // // // // // // // // // // // / // �= � w • •• • 53�W/MNT COVER FOUNDATION // // // •• ••••±• \\\ �•p�• •• •• •• 0 0009: j�Z�<x/�/�//j�j/ �/�/am//�//�//�/ 0•GSI04:� a• ••:•••/ / / ' 8 SECTION TRANSVERSAL �-•1 • • 27"MIN a�� oQ • • •••••• SCALE 1/2"= TO" . •' • ..•••• .. ••• Si RUCTURAL REV •• •' • . . APPROVED DAT a wwwincmcNrurnrar A6 ... . . . ... . . . . . . . . . . . . 000 000 09: a • •• • • • • ••• • •• ••• • • • • • •• i c 2492 WEST 72nd STREET TYPE OF PROJECT: SCALE HIALE PHONE' FLORIDA 33018 BOUNDARY SURVEY DATE; A PHONE 788 418-1018 09-09-15 _ FAX-305-817-9709 PROJECT LOCATION: DRA —Br - E-MAIL losetanjul@ymafl.com L.R. 9125 NE 4TH AVENUENO: Cm,STATE&ZIP CODE JAF-14 PROJECT N MIAMI SHORES, FLORIDA JAF-9125 AF-91 5 *Aww3RvZz=0 SHEET: 1 ® o NOTE:ONLY VALID WITH PAGE 2 2 SHEETS FOLIO NO: 11-3206-0140090 CERTIFIED TO: 1. Georges Lescot's LEGAL DESCRIPTION: Lots 13 and 14 in Block 49 of "MIAMI SHORES SECTION NO. 2" according to the plat thereof as recorded in Plat Book 10 at Page 37 of the Public Records of Miami—Dade County, Florida. SURVEYOR'S NOTES: 1. LEGAL DESCRIPTION FURNISHED BY CLIENT. NO SEARCH OF PUBLIC RECORDS WAS MADE BY THIS OFFICE. 2. ANY ELEVATIONS SHOWN HEREON ARE PER NGVD (NATIONAL GEODETIC VERTICAL DATUM) OF 1929. 3. NO EXCAVATIONS WERE PERFORMED AS TO DETERMINE UNDERGROUND ENCROACHMENTS. 4. DISTANCES AND ANGLES ARE FIELD MEASURED AND CORRESPOND WITH RECORD DATA UNLESS NOTED. 5. THIS SURVEY WAS PREPARED FOR PERMITTING PURPOSE ONLY . PERMITTING FOR ADDITIONAL CONSTRUCTION ETC. MAY REQUIRE ADDITIONAL INFORMATION WHICH CAN BE OBTAINED FROM THIS OFFICE. 6. IN SOME INSTANCES, GRAPHIC REPRESENTATIONS HAVE BEEN EXAGGERATED TO MORE CLEARLY ILLUSTRATE RELA11ONSHIPS BETWEEN PHYSICAL IMPROVEMENTS AND/OR LOT LINES, IN ALL CASES, DIMENSIONS SHOWN SHALL CONTROL THE LOCATION OF THE IMPROVEMENTS OVER SCALED POSITIONS. 7. ADDITIONS OR DELETIONS TO THIS SURVEY MAP BY OTHER THAN THE SIGNING PARTY OR PARTIES IS PROHIBITED WITHOUT THE WRITTEN CONSENT OF THE SIGNING PARTY OR PARTIES. (CHAPTER 5J-17 OF THE FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027 OF THE FLORIDA STATUTES) NOTE: UPDATED POOL DECK 10-06-2014. ®= AIR CONDITIONER Cig=GOLF COURSE Q =BELLSOUTH BOX �i, =HANDICAP SPACE A ARC .P. F.I.R.FOUND IRON PIPE ROD R ® =CABLE BOX =INLET A C AIR CONDITIONER . Mq=MAIL R RECORD BENCHMARK F FOUND WOW R RIGHT-OF-WAY =CATCH BASIN 7' -LIGHT POLE M g � FJ'k FOUND NAL NCROACHMENT C CALCULATED oSURVEYOR S IDITITiFICATION SJ.R .P SET i IRON ROD =CONCRETE POLE 7* =METAL LIGHT POLE CONCRETL GUTTER M-VAIETIM-CUTTER LD-CH an LAE LIMN ACCESS T TAN TANGEN =CONTROL VALVE BOX QS =SANITARY MANHOLE nrl CHBRG CH G M E MAI TLP. TYPICAL ® =ELECTRIC BOX =SATELLITE DISH ENT I M MEASURED MPPLATTED W.E. WA SOVERHEAD VARE o°a=DaSTNG ELEVATIONS =WATER METER TE /RVAVURL X CHAIN WOOD FENCELINK FENCE -ELECTRIC METER =WATER VALVE EASEMENT �— IRON ALUMINUM FENCE ® =ELECTRIC SERVICE BOX�=WOOD POEE NG MONUMENT LME P.O. POINT 0 T =FIRE HYDRANT P.R. . IN0 - CENTERLINE PJLM. MONUM TPROPERTY LINE I POIN OF I CY =FLORIDA POWER&LIGHT BOX FLOOD ELEVATION INFORMATION: I HffM COM THAT Inks Has BEEN BARED BY THE OFRCE SHOW HEREON AND THAT I AM THE SURVEY/OR OF RESPONSE CHARGE FOR NONE OTHER THAN SAID OFFICE AMMONALLY,THIS SURVEY DATE OF FIRM: 09/11/2009 A tM VVEE CODE MWADMDS In NT TO MOON ANDARDS OF 472.027 OF�FLM MS'TATITUIa�n O THE RMA COMMUNITYNm 120652/VILLAGE OF MIAMI SHORES PANEL: 0302 SUFFDL L SOURCE OF ELEVATION:M.D.C. ZONE "X" BENCHMARK NO SVM.-@IO FURLANO S18VEYOR AND*PPER RMA UOEWE NO- 500 BASE FLOOD ELEVATION: N/A ELEVATION: NOT VALID WROUT THE SWAIM AND THE OIdNAL RAISED SEAL OF THE RMA UCD= SURdEYOt/MAPPER NAMED ABOVE. 2492 WEST 72nd STREET TYPE OF PROJECT: SCALE: HIALEAPHONE:786-4 IDA 6-1018018 BOUNDARY SURVEY DATE— 25' PHONE:788-418-1018 FAX:305-817-9709 0t-09-15 E-MAIL:jossfanjul@ymall.com PROJECT LOCATION: DRA L.R. 9125 NE 4TH AVENUE FILE NO: CITY,STATE&ZIP CODE JAF-14 PROJECT No. MIAMI SHORES, FLORIDA JAF-9112525 A — SHEET: 2 tvzcumNOTE:ONL L ITH PAGE 1 a a 2 SHEETS i FEB 1'6 2010 NORTHL 1 t B �� ' >}` SCALE: 1"= 25' 9 PAVED ALLEY J q ]5'ALLEY.PER PLAT m 0.2' - Pi ' der 90'011" cn 0.4' 9'491.0' POOL PUMP POOL 2.1' 23.40' I 13.9' DIVEWAYPAV]RS 11.1' v :N N • 11'] AU: 400 ..N �.,. ' 5.35 Z ov fl' a . 12 70' Q 1—STOR .� no o o `N RE$�I 91 �n �1 Y 4.3U IL D' 4, I 12.70' 18.6' CN N O D N Z 7. 14.8' m m v � U 25.0' a r 4.3D' �i c 'v 0.1' .! FIR 2° 29.3' r 17.70' 53.0 No R=25.00' 89*59'51" A=39.27 89'59'51° ,T=25.00' 4' CHAIN LINK FENCE 0.4' No I.D 2" FlP. 1%27500 5' SIDEWALK FlP. 1/2" 21'PARKWAY N:E 91st STREET _ llASRHk PAVEMENT 74 TOTAL RiGHf OF-WAY <' NOTE: UPDATED POOL DECK 10-06-2014. UPDATED POOL DECK 06-26-2015. ABBREVIATIONS A ZMEND QQ = BR.LSOUTH Box 6 =HANDICAP SPACE A ARC I.P. FJ.R FOUND IRON PIPE ROD R RADIUS ® =CABLE BOX -INLET A C AIR CONDITIONER I FOUr4u MUL R RECORD ARKFJV&D. FOUND NAIL AND DISC R W RIGHT-OF-WAY =CATCH BASIN =LIGHT POLE G gUMG F.PkN. FOUND PARKER KALON NAIL C CALCULA10G A &IR. S I.P. SET 1/2"IRON ROD PE 0 -CONCRETE POLE 7�f =METAL LIGHT POLE I.D. SURVEYORS IDENTIFlCATION SL I NAIL G TAN TANGENT 0=CONTROL VALVE BOX Q =SANITARY MANHOLE LAE LIMITED A TYP. TYPICAL CHBRG CHORD BEARING LM.E. LAKE MAINTENANCE69 =ELECTRIC BOX =SATELLITE DISH M MEASURED W.E. WATERS EDGE pb 0 S SET OH o =EXISTING ELEVATIONS =WATER METER P PLATTED // WOOD FENCE H CHAIN LINK FFNCE ® =ELECTRIC METER A=WATER VALVE EASEMENT x C OIN OF COMP ATU ❑ PAVEMENTO.B. POINT OF BEGINNING MONUMENT FENCE ® =ELECTRIC SERVICE BOXY=WOOD POLE G. ril P.O.C. POIN OF COMMENCEMENT - LINE - rwNu U LL MULL P. .C. POINT R CURVATURE - CENTERUNE =FIRE HYDRANT P.R.M. M M .{�1�� PROPERTY LINE I PONT OF TANIGENQ_ 9 ® -FLORIDA POWER&LIGHT BOX