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DGT-16-671 Permit No. DGT-3-16-671 Miami Shores VillagePerm1t-TYPe:©$Ck$M#Zet o0ffrellises 10050 N.E.2nd Avenue NW Work Closaffi>;atron.Pergola Miami Shores,FL 33138-0000 ,�rMit, Permit Status:APPROVED; 2e= � Phone: (305)795-2204 R'GOAI�' Dom;4194/2016 Expiration: 10/11/201 Project Address Parcel Number Applicant 37 NW 108 Street 1121360110290 TRAVELS&RENTALS CORP Miami Shores, FL 33168- Block: Lot: Owner Information Address Phone Cell TRAVELS&RENTALS CORP 37 NW 108 Street (305)538-8105 MIAMI SHORES FL 33168- _ 2301 COLLINS Avenue MIAMI BEACH FL 33139- Contractor(s) Phone Cell Phone Valuation: $ 6,500.00 THE PATIO DISTRICT (786)518-2307 _ Total Sq Feet: 288 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)24 X 12 Framing Classification:Residential Scanning: 1 Footing Scanning:1_ Review Building Review Planning Review Structural Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $4.20 Invoice# DGT-3-16-59012 DBPR Fee $2.21 03/15/2016 Credit Card $50.00 $244.62 DCA Fee $2.21 Education Surcharge $1.40 04/14/2016 Check#:6882 $244.62 $0.00 Permit Fee $147.00 Plan Review Fee(Engineer) $120.00 Scanning Fee $12.00 Technology Fee $5.60 Total: $294.62 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings,statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRICAL,PLUMBING,MECHANICAL,WINDOWS,DOORS,ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Futhermore,I authorize the above-nam ntractoZ, ?t ?Irl stated. April 14, 2016 Authorized Signature:Owner / Applicant / Contractor / Agent Date Building Department Copy April 14, 2016 1 Miami Shores Village CE ��' Building Department A 1a40 I6 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY' Tel: (305)795.2204 Fax: (305)756.8972 INSPECTION'S PHONE NUMBER: (305)762.4949 FBC 20 BUILDING Permit No. PERMIT APPLICATION Master Permit No. hGT 1(0-Co-11 imlt-46 Permit TypelWft JOB ADDRESS: 3`1 yju� 10$ St City: Miami Shores County: Miami Dade Zip: 33 I Cv Folio/Parcel#: - O I l - Q Is the Building Historically Designated:Yes NO Flood Zone: OWNER:Name(Fee Simple Titleholder):T r QV--15 JO Re.nfiU 15 COr12•Phone#: Address: a-[ l.6 107 S4• e, City: m 1 Q m t State: 1. • Zip: (a 3 Tenant/Lessee Name: Phone#: Email: Al•eX• 1 Qt15tQj2090L mail• OM CONTRACTOR: Company Name: T rte, PIC) 15tr(ct Phone#: -71(o- Address: 5 3 o 5 WW -79 mw City: m Q rY11 State: F Zip: 3 31 Z2 Qualifier Name: M Q r l D S q ne h e Z Phone#: -]5ko•rJ 1$- :X30-] State Certification or Registration#: GGG 15a2_U 2(e Certificate of Competency#: Contact Phone#: 1 Co" 5145-, r.Z 3 C, Email Address: 5 A l O M-e G1 T hf {D Q?-41 D di St`C 1 C4• LOIn V DESIGNER: Architect/Engineer: I('t D(' C.'e r O o Phone#: -j 7(p Value of Work for this Permit: $ 3.0 D Lf • 5 0 Square/Linea r Footage of Work: Type of Work: ❑Address DAltcration LICNcw ❑Rcpair/Replace ^ ❑Demolition Description of Work: yQ o O d P•Q r g o i Q C Pt 1 n e ) �A ' X ir1 w Q G -e ylood Columns mm�**��*��*�*��x*��**Fee Submittal Fee$ W Permit Fee$1 ' 00 CCF$_44 2Z CO/CC$ Scanning Fee$ �2 Radon Fee$91DBPR$ '2• and Notary$ 0 Training/Education Fee$ Technology Fee$ Double Fee$ Structural Review$ •cz TOTAL FEE NOW DUE$ 244 .(32- 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 ELECTRICAL WORK, PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and 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 QRDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building pennit 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—&�u �i, Owner or Agent Contractor The foregoing instrument was acknowledged before me this i The foregoing instrument was acknowledged before me this day of ,2014,by Q fld day of r 1 20 1-4,by Sn�ho Z who is personally known to me or wh aes pro u edt L who is personally known to me or who has produced DL- As identification and who did take an oath. as identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: .::&i 0a UAJ,,) Vearla Print: l7 Print: My Commission Expire : anrPy�., KARL A A GO My lyl]Scinn Fu i,Pi c FAY COMMISS1 ,C El:i��N'a ; -'f- KARLA A GOMEZ EXf'tRES d a1q 2' t' `• i FAY COMAMSSION#EE8 4 1407)39"153 Fkxx1aNMwy8eMos cm APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) Property Search Application - Miami-Dade County Page 1 of 1 � 0FTHE ' ,x< IPH �IlSi R � _ Summary Report Generated On:4/14/2016 Property Information r �� Folio: 11-2136-011-0290 Property Address: 37 NW 108 ST Miami Shores,FL 33168-4310 , Owner TRAVELS&RENTALS CORP Malting Address 37 NW 108 STREET s� MIAMI,FL 33168 USA Primary Zone 0800 SGL FAMILY-1701-1900 SQ Primary Land Use 0101 RESIDENTIAL-SINGLE FAMILY: 1 UNIT Beds I Baths/Half3/3/0 a 7 z b y nx Floors 1 Living Units 1 `a Actual Area 1,991 Sq.Ft Living Area 1,644 Sq.Ft Adjusted Area 1,810 Sq.Ft Taxable Value Information Lot Size 9,225 Sq.Ft 2015 2014 2013 Year Built 1952 1 County Assessment Information Exemption Value $0 $0 $50,000 Year 2015 2014 2013 Taxable Value $297,423 $227,666 $61,778 Land Value $166,118 $99,374 $45,979 School Board Building Value $127,497 $124,446 $124,693 Exemption Value $0 $0 $25,000 XF Value $3,808 $3,846 $3,883 Taxable Value $297,423 $227,666 $86,778 Market Value $297,423 $227 666 $174,555 City Assessed Value $297,423 $227,666 $111,778 Exemption Value $0 $0 $50,000 Taxable Value $297,4231 $227,6661 $61,778 .........................._............_............._............. Benefits Information Regional Benefit Type 2015 2014 2013 Exemption Value $0 $0 $50,000 Save Our Homes Cap Assessment Reduction $62,777 Taxable Value $297,423 $227,666 $61,778 Homestead Exemption $25,000 Sales Information Second Homestead Exemption $25,000 _ __ Previous OR Book- Note:Not all benefits are applicable to all Taxable Values(i.e.County, Sale Price Pae Qualification Description School Board,City,Regional). 9 06/27/2014 $284,900 29227-1352 Financial inst or"In Lieu of Short Legal Description Forclosure"stated DUNNINGS MIAMI SHORES EXT NO 7 05/28/2013 $251,400 28680-3516 Financial inst or"In Lieu of PB 52-33 Forclosure"stated LOT 13 BLK 214 05/01/1988 $87,500 13710-3620 Sales which are qualified LOT SIZE 75.000 X 123 10/01/1981 1 $78,000 11251-0758 Sales which are qualified OR 13710-3620 0588 1 The Office of the Property Appraiser is continually editing and updating the tax roll.This website may not reflect the most current information on record.The Property Appraiser and Miami-Dade County assumes no liability,see full disclaimer and User Agreement at http://www.miamidade.gov/info/disclaimer.asp Version: http://www.miamidade.gov/propertysearch/ 4/14/2016 Detail by Entity Name Page 1 of 2 c P ..., .• ,•, '...amu ,� �.;,. .e :,.:.:,..a.. ... ..a: ;,� .;'.,�.azx,� :,C, a7 x, �4� A :E„. Detail by Entity Florida Profit Corporation TRAVELS & RENTALS, CORP. Filing Information Document Number P01000077166 FEI/EIN Number 65-1126989 Date Filed 08/06/2001 State FL Status ACTIVE Principal Address 2301 COLLINS AVE SUITE 438-A MIAMI BEACH, FL 33139 Changed: 01/22/2010 Mailing Address 2301 COLLINS AVE SUITE 438-A MIAMI BEACH, FL 33139 Changed: 03/16/2013 Registered Agent Name &Address SILVAS FINANCIAL SERVICES LLC 5220 S UNIVERSITY DR STE C-102 DAVIE, FL 33328 Name Changed: 04/11/2015 Address Changed: 01/15/2011 Officer/Director Detail Name &Address Title PD BENEDETI, MARIA F 2301 COLLINS AVE SUITE 438-A MIAMI BEACH, FL 33139 http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 4/14/2016 Det4il by Entity Name Page 2 of 2 Annual Reports Report Year Filed Date 2013 03/16/2013 2014 04/26/2014 2015 04/11/2015 Document Images 04/11/2015 ANNUAL REPORT View image in PDF format 04/26/2014 ANNUAL REPORT View image in PDF format 03/16/2013 ANNUAL REPORT View image in PDF format 04/16/2012 ANNUAL REPORT view image in PDF format 01/15/2011 ANNUAL REPORT View image in PDF format 01/2212010--ANNUAL REPORT View image in PDF format 03/25/2009 ANNUAL REPORT View image in PDF format 01/17/2008 ANNUAL REPORT View image in PDF format 05/14/2007 ANNUAL REPORT View image in PDF format 04/28/2006 ANNUAL REPORT view image in PDF format 03/11/2005 ANNUAL REPORT view image in PDF format 01/09/2004 ANNUAL REPORT view image in PDF format 03/2712003 ANNUAL REPORT View image in PDF format 01/28/2002 ANNUAL REPORT View image in PDF format 08/06/2001 Domestic Profit F-View image in PDF for7m::a:t::::] Cogyright and PdvaU P<Aicies State of Florida,Dpaitment of State http://search.sunbiz.org/Inquiry/CorporationSearch/SearchResultDetail?inquirytype=Entity... 4/14/2016 Miami Shores Village MAR 15 2016 Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION UNE PHONE NUMBER:(305)762-4949 �( FBC 201 / BUILDING Master Permit No. 1GT_- � PERMIT APPLICATION Sub Permit No. (El'B"UILDING ❑ELECTRIC ❑ ROOFING REVISION ❑EXTENSION RENEWAL ❑PLUMBING C1 MECHANICAL PUBLIC WORKS 1] CHANGE OF ❑CANCELLATION []SHOP CONTRACTOR DRAWINGS !OB ADDRESS: �"- /0e City: Miami Shores County -�0 Miami Dade Zia: 7 V Folio/Parcel#: 112t 3(001102 9O Is the Building Historically Designated:Yes NO Occupancy Type: 1JeS• Load: ...Construction Type: R-Q S • Flood Zone: 8FE: FFE: OWNER:Name(Fee Simple Titleholder): /��✓e� �'"' Phone#: "J�i Address: 3.7 NW 1 O R St ' City:Mlolffi i S h o r-?S State: FL • Zip: (2 Tenant/Lessee Name: Phone#: Email: /`7'i / i`%>tl /�Z /+�li 1 •�dr/J CONTRACTOR:Company Name: ThG 1 rio District Phone#: Vk-5t`9'2307 Address: 3!Sa5 �U__) 7 2 City: M ic,M.1 State: F 1,• Zip: 3 LZ 2 Qualifier Name: Q f 1 n S C C Ch fZ Phone#: -? j C, -5 1 %- 2 A0-7 State Certification or Registration#:S .G G l S 22(o 2(a Certificate of Competency#: DESIGNER:Architect/Engineer:A ,1 at f &-a-on Phone#: Address: q 3 foritcuribl3cu City: rn l Ctm l State: _Zip: 33172 Value of Work for this Permit:$ Square/Linear Footage of Work: Z Type of Work: ❑ Addition ❑ Alteration New ❑ Repair/Replace ❑ Demolition Description of Work: 1&1 O O d g o 14 C PT P t n�•) 2qq C.l41 x 121 f ita ud, ' E Woo Co lurnn s Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary S Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ lRevised02/24/2014) 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also,a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued in the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. �,.. Signature �C�" Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of__M a r ch 20 �.Q ,by �0 _day o(ft�a rch 20 14 by ail S'F'r{,,who is personally known to G Q (j�\A-4ho is personally known to me or who has producedf-L t>L as me or who has produced t----- as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC:' NOTARY PUBLIC: Sign: Sign: CA11I rh n. ) Print: `Car O Print: r la Seal: Seal GOMFZ MWcows 0l1RWotj C4t0-W(d041 L6UZ'8Z dt6♦tA�!'s31d7�3 MY COMMISSION 91 E6889SO4 ###### �XPW.g.I�IgIB(y29.20i7 ♦84i�i3JlJO18dOQf#�,i# oe� ############### �7 �Bts3####################�###### ## ######### APMOVEO Plans Examiner -P � > 6 Zoning e7ri� Structural Review Clerk (Revised02/24/2014) 5582 N.W.71h STREET SUITE 202MIASURVEY No. 14-0001224-1 TELEPHONE.(305)264-2660 z�2660 FAX:(3p)204-0,'29 LAND SURVEYORS SHEET No. 2 OF 2 ORA WN BY: LG. BOUNDARY SURVEY SCALE -r=20' Lor-5 LOT-4 0 -3 BLOCK-214 BLOCK-214 BL -214 P. 75 00' 542 4'C.L.F. 900 ON PL 4'C.L.F. 6'W.F. O to LOT-12 ,N 16.20'-. 4'C.L.F. BLOCK-214 LOT-14 BLOCK-214 04 > CM 32.64! 17.07 b t :._...t 14.63 cm N y r ONE STORY X. rn-- N RES.#37 r �, LO � LOT-13 (� L_ `'1 ' •'•�;��'• BLOCK-214 < O F.F.E=10.03' 6v Uj 27.9x' 17 > A�^ 19.34' P P LU .50 + pp U 6.06 ^ i -J CLz N U W 2 ® J 0 .. 7.�5 _ {- 90 713 489-5221- 7.69i -; _ C) 4 75.00• "•.' - c w 14° ' RIP$/4"C' — t � NO CAP hfB E Lp �' r H u • •••• • • • • • • • • • • • • • • • •• • • •• • • • V • ••• • • • • 6:0•• • • SURVEYOR'S NOTE: i i : i•» i -There may be Easements recorded m the Public Records 40t 84%0%�tp:5—tey. • • • The purpose of this Survey is for use in obtaining Title Ikw afce and Fintncilf dnd'shouN net be used for Construction purposes. �AO i LOT COVERAGE CALCULATION WORKSHEET Site Address: 37 Nw 108 St Owner Name: ALEX BATISTA Project Type: PAVERS Contractor: LUXAPATIO/AXXIS Lot Coverage Calculations must be provide for those projects adding impervious square footage to a single family lot. (SS 124.36(G)) Total Lot Square Footage 9084 A 60%of Lot 5450.4 Existing Impervious Square Footage House 1947 Driveway 508 Walkway 87 Entryway 27 A/C Pad (S) 20 Other Mechanical Pad(S) 53 Patio/Screen Room 900 TOTAL 3542 3542 B New Impervious Square Footage Descripcion OPEN TRELLIS 0 OC Total All Impervious Square Footage(B+C) 3542 D Total Coverage Impervious Area (D/A)x100=. 35.99 . .. . . . . ... . . . . . .. ... .. . . .. Completed By: •� Fre d Ochoa . . . .. . . .. . . . Signature: .. . .•• • • Date: ... . . . . ..3 /2016 . . . . . . . . . . . .. .. ... . .. .. ... . . ... . . r COVER SHEET Structural Calculations for Wood Trellis Project: Alex Batista 37 NW 108 ST Miami Shores, FI 33168 Victor Ceron, PE Civil PE# 63023 8883 Fontainebleau Blvd#105 Miami,FL 33172 Tel:786-282-5292 .. ••• • . • • .. • . . • •• . . • .00 0 • •• ••• .. • 00 .•• •;• • • so 0 0 goo 000 0 • .. . .0 0_0 . • . .00 0 0 !Vron P 8883 Fontainebleau Blvd#105 f Miami, FI 33172 DESIGN WIND LOADING FOR SYSTEM ASCE 7-10 (30.8.1 ) Z= 14ft �- 12ft Ile t�h 24ft V= 175 mph Exposure—Category="C" Kn= 1.0 1 := 0.85 KZ=0.85 = 0.00256•KZ•Kzt•Kd V2 qZ=56.57•psf = 0.85 CN:= 1.2 gkwgl;:= gz•G•CN Pdesign=57.7•psf ASCE? 10 , 30.8-1 PdesignWp 0•6Pdesign ASD Factor. 0.6 PdesignWp=34.62•psf LOAD ANALYSIS DL:= 10psf LL:= Opsf C1 := DL+ LL C1 = 10•psf (Down) C2:= DL+ PdesignWp C2=44.62•psf (Down) C3:= DL+ 0.75•Pdes1gnwp+ 0.75LL C3=35.97•psf (Down) C4:= —0.6131-+ Pdesignwp C4=28.62•psf (Up) Pdesign:= C2 Pdesign=44-UPsf.: Pdesignw C4 Pdesignw=28.62 psf •• • [1Wron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 r LOAD IN WOOD RAFTERS 2x8 (NDS 2005) Section Properties I := 7.25in B:= 1.5in :_ H H 2 H3 ,14= B 12 ,Q,:= B•H =47.63•in4 A= 10.87•in2 Distributed load on rafter W:= (Pdesign)•B w=5.58•ft WB:= w Adjusted_Length:_ (Width)•0.9+ 3•H (NDS-Table3.3.3) Adjusted_Length= 12.61 ft Adjusted_Length 2 M:= w 8 M = 110.91 lb-ft Calculation of streses Sigma:= M• Sigma = 101.28-psi Select Structural Spruce-Pine-Fir Table 4A(NDS) Fb:= 1250psi Cd:= 1.0 Cm:= 0.85 Ct:= 1.0 CI:= 1.0 Cf:= 1.0 Cfu:= 1.0 Ci:= 1.0 Cr:= 1.15 (Fbp) := Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr Fbp= 1221.88-psi Checking Interaction _ Sigma I =0.08 Fbp if(15 1.0,"O.K.","N.G.") _"O.K." •. ..• . . . . . 000 *0 ••• ••• Y ••• • 000 • •• • •• • ••• •• 000 • • • ••• •• . • • •• • • . 4 • • . • • • ••• • 000 0 0 • ••• . ESRm2613 Used f®r Nor da State Wide Product Approval # FL10456 Products ®n tlgs Ren®rt wW h are roved: 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 H10m2 10456,7 LTS18 10456.31 H15 10456,8 LTS20 10456.32 H15-2 10456.9 MTS12 10456.33 H2 10456.10 MTS16 10456.34 H2.5 10456,11 MTS 18 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 HGT-2 10456.18 SP2 10456.42 HGT3 10456.19 SP4 10456.43 HGTm4 10456.20 SP6 10456.44 HS24 10456.21 SP8 10456,45 HTS16 10456,22 SPH4 10456.46 HTS20 10456.23 SPH6 10456.47 HTS24 10456.24 SSP 10456,48 • . . .. E=.O • • T1' •'• .'. • • • .. • •• • •••® • ••• • SIMPSOO N STRONG-TIE COMPANY, WC, ••• • • • • ••• • • • • • • • • • • • • ••• • • • ••• • • ISREPORT .�� ESR-2613* Issued February 9,2008 r r This report is subject to re-exarninalIbn in two years. ICC Evaluation Service, Inc. We@®5380 Worlorean 11A Rte,wharler,Ceffmyft SW n(W)699-M RegiorW oRioe®9M Mmt*k Rwd,Sub A,131mftlem,Alabama 35213 ®(205)599.9800 www.icc-es.org RegbnW Aflio®■4051 West Flo moor Road,Cow*Club 11111%Mirtab 60478■(708)799-2305 DIVISION.06—WOOD AND PLASTICS drawings of installation configurations with designated Section:0 Wood and Plastics Fastenings allowable load directions. REPORT HOLDER: 3.1.2 H824 Hurricane Tie:The HS24 hurricane tie anchors wood rafters or trusses to wood wall top plates. The HS24 SIMPSON STRONG-TIE COMPANY,INC. connector is formed from No.16 gage galvanized steel.See 56 WEST LAS POON, 1BOULEVARDTable 2 for required fasteners and allowable loads.See Figure X 59 ®N,Ce�B�SITAS BeQ 2 for a droving of the HS24 be and a typical installation detail. (600)0254099 3.1.3 RST-1 and RST-2 Hurricane Ties:The RST hurricane www.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 STRONt3°TiE HURRICANE AND SEISMIC two-plywood trusses with lumber oriented vertically or single- STRAPS AND TIES FOR WOOD FRAMING plywood trusseswith lumberodented horizontally.The RST-1 and RST-2 hurricane tie connectors are fabricated from Rio. 1.0 EVALUATION SCOPE 20 and No.16 gage galvanized steel,respectively.See Table 3 for RST model numbers, width and length dimensions, Compliance with the follovAng codes; required fasteners,and allowable uplift loads.See Figure 3 for ® 2006 Intemadonal Building Code®(113C) drawings of the RSTA tie 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 6.0) 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.16,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 twist strap described in this report are used as wood framing connectors and two typical MTS strap installations. 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 FloorTte Anchor:The LFTA light floor tie an engineered design is submitted in accordance with Section anchor Is used as a floor-to-floor tension be and Is formed 8301.1.3 of the IRC. from No.16 gage galvanized steel.See Table 5 for anchor tie 3.0 DESCRIPTION dimensions, required fasteners,and the assigned allowable uplift load.See Figure 5 for a drawing of the LFTA connector. 3.1 General: 3.1.6 FTA FloorTle Anchors:The FTA floortie anchors are The Simpson Strong-Tie hurricane and seismic straps and ties used to connect vertically aligned studs between a horizontal recognized In this report are installed to resist design forces wood diaphragm assemblage with floor joists having a on wood-frame construction resulting from the application of maArnum 12-inch nominal depth.The FTA2 and FTAS are the most critical effects of the load combinations prescribed by formed from No. 10 gage galvanized steel,and the FTA7 is code that include wind or seismic loads. formed from No.3 gage galvanized steel.See Table 6 for FTA 3.1.1 Hurricane Ties: Hurricane ties are used to anchor models,anchordimensions,required fasteners,and allowable wood rafters orjoists to wood wall plates or studs or to anchor tension loads. See Figure Be for a drawing of an FTA floor wood studs to wood sill plates.The H6,H7Z,H15,and H1 5-2 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, H10, H10A, and H10=2 ties are 3.1.7 SP and SPH Sodas Stud Plate Connectors: The formed from No. 16 gage galvanized steel;and the H4 tie is SPI connector fastens one edge of a wood stud to the formed from No.20 gage galvanized steel.See Table 1 for tis• •c®ntiguous odge og a vwd sill plate,and the SP2 connector model numbers, tie dimensions, fastener schedules, aid flegloC tcj ole Lilco (V a wood double top plate and to the allowable loads. See Figures 1a and %for drawings of tht• VnQgQot$etglt$a vubpd stud.The SP4,SP6,SP6,SPH4, hurricane ties recognized in this report, and Figure 1 c fbt •ISPHff,land6PHS ore 04-Inch-wide(32 mm)U-shaped straps *Corroded JuOy 2008 • ••• • ••• • • r a • • • RE.PORTS"' are not to be consdved as representing aa&eKcs or wry d er am4bute�not sper¢/iw*ad*.:drnor are;to be comumd as an endorsementofthest4ectojdtereportorareconanotdationfortdsuse,There tseawarvway9iyICCPewlloreS&tCKlrj•wresy�•rtmplied as towryJTndtng or odw/natter in ibis report,or as to any product covered by the report. AtSIAmPAgwn t7fOWCtOFeI�0AI0M Copyright @ 2007 i i i•i i i i Purge 1 of 12 • • • • • • • • • • • •• •• • • • •• •• 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 i plateslor 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 SP1 and SP2 connector,and MPa), and the crescent washers of the HGT bracket are of typical stud-to-plate connection details for the SP1,S132, 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 to 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 RSP4 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 Be 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 Be 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 SK:1 inch=25.4 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 HOT Heavy Girder Tiedown 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 reaction of the beam or truss member. The HGT filedown The FTA floor anchor ties and HTS twist straps have a connector is a U-shaped bracket that is installed over the top painted finish and may also be available with the HDG finish. chord of the roof truss having a slope from 3:12(14 degrees) The lumber treater or holder of this report(Simpson Strong- to 8:12 (34 degrees). Other components required for the Tie Company)should be contacted for recommendations on connection, such as the anchor rods and hold-down or tie- minimum corrosion resistance of steel connectors in contact down devices,that must be used to form a complete load path with the specific proprietary preservative treated or fire to resist design uplift forces from their point of origin to the retardant treated lumber. load-resisfing elements, that Is, the vertically aligned supporting wood post,must be designed and specified by the 3.2.2 Wood: Supporting wood members to which these registered design professional.The HGT bedown brackets are connectors are fastened must be solid sawn lumber, fabricated from No.7 gage steel,and are supplied with Insert glued-laminated lumber, or engineered lumber [such as plates and crescent washers. See Table 9 for tiedown Laminated Veneer Lumber (LVL), Parallel Strand Lumber connector models,connector dimensions,fastener schedules, (PSL), and Laminated Strand Lumber (LSL)] having and allowable uplift loads.See Figure 9 for a drawing of the dimensions consistent with the connector dimensions shown HGT-2 tiedown connector, and a drawing of a typical in this reporL Unless otherwise noted, supporting wood 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 speciflcgravity 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 tie connectors,which permits 3.2 Materials: lumber having an assigned minimum specific gravity of 0.50 Steel: Unless otherwise noted, the connector •s• ••and 045•and Takie War the SSP and DSP stud-to-plate be described conractN,: u, 4 �ermtts lumber having an assigned dribed in this report are fabricated from ASTM A 653,SS •BnirAmLrrZ sldec��gra�of 0.50 and 0.43.The lumber used designation,Grade 33,galvanized steel with a minimum yiakf ..1hArnfle dbnnD tj;ira scribed is this report must have a strength F of 33,000 psi(227 MPa)and a minimum tensile maximum moisture content of 19 percent (16 percent for strength,F�,of 45,000 psi(310 MPa).The FTA floor anchor •• engipeerpo jumberi except as noted in Section 4.1. ties are fabricated from ASTM A 1011,SS designation,�ftdae 33,hot rolled steel with a minimum yield strength of 33,0© psi Tfie thickness of tie wood members must be equal to or (227 MPa)and a minimum tensile strength of 52,000 psi(358 greater tharo a IWgth of tie fasteners specified in the tables MPa).The HTS twist straps,the SSP and DSP stud-toy plate • in IhIs report, excsot If noted otherwise In the tables and ties,and the H2.5A humane be are fabricated from ASTM A accompanying footnotes in this report,or as required by wood 653, SS designation, Grade 40, steel with a minimum ylo" • mamber desli,Nrhich%ver controls. 4 • •• •• • • • •• •• ••• 0 0 0 ••• 0 • 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 manufacturers 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(F,,a): times during installation. FASTENERS BAIL NAIL Fyb 5.2 Calculations showing compliance with this report must DIAMETER LENGTH (pal) be submitted to the code official.The calculations must (inch) (inches) be prepared by a registered design professional where 8d u 1'/2 0.131 1'/Z 100,000 required by the statues of the jurisdiction In which the 8d 0.131 21/2 100,000 project is to be constructed. 10d u 1'/a 1 0.148 1 1°/a 1 90,000 5.3 Adjustment factors noted in Section 4.1 and the 10d 1 0.148 3 190,000 applicable odes must be considered,where applicable. For Sl: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. 5.6 The FTA series to anchors are factory-welded 4.0 DESIGN AND INSTALLATION 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 SIIBM TT'ED 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 number of connectors are installed in wood that will experience sustained an index evaluation report ESR-2523 that Is used as an exposure to temperatures exceeding 100•F (37.80C), the identifier for the products recognized In this report. allowable loads In this report must be adjusted by the Additionally, the factory-welded FTA series fie anchors temperature factor,C„specified in the NDS. manufactured in tie United States are Identified with their Connected wood members must be analyzed for load- acronym of the inspection agency(PSI),and factory-welded carrying capacity at the connection in accordance with the FTA series to anchors manufactured in Canada are identified NDS. with the name of their inspection agency(Intertek). 4.2 Installation: 6.0 OTHER CODES Installation of the connectors must be in accordance with this 8.1 Evaluation Scope: evaluation reportand the manufacturer's published installation In addition to the codes referenced in Section 1.0, the instructions.In the event of a conflict between this report and the manufacture's published installation instructions, this products in this report were evaluated for compliance with the report governs. requirements of the following codes: 4.3 Special Inspection- s 20031ntemational Building Code®(2003 IBC) 4.3.1 IBC: Periodic special Inspection is required for s 2003 lnfernadonal Residential Code®(2003 IRC) Installation of connectors described in this report that are z 2000 International Building Code®(2000 IBC) designated as components of the seismic-force-resisting system for a structure in Seismic Design Category C,D,E.or• •a DODO rnt®Alenal Msidendal Code®(2000 IRC) Fin accordance with Sector 1707.3 or 1707.4, with 4haa� •® �967lJrrlfb"iuilo�lwgCod®TM(UBC) ®xceptonofthose structures qualifyingunder secton1T04•� ... .. . . .. 4.3.2 IRC:Special Inspections are not required. Thd products described In this report comply with, or are suitable alternatives to what is specified in,the codes listed 6.0 CONDITIONS OF USE ': abT;6 suQect to ihe.prehlons of Sections 8.2 through 8.7. The Simpson Strong-Tie Hurricane and Seismic Straps'*d ;. 1 •4 •. • .• am Ties described In this report comply with, or are suftble • 000 • ••• • alternatives to what Is specified In, those codes listed in 6.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 IRC-. See Section 1.0 of this report,subject to the following conditions: Saition 2.0 of this repo q. . . . . . . . . . . . . . .. .. ... . .. .. ... ... . . Paye 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: cedes 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 8.6 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. •• ••• . . • • . •• • •• • Y • • ••• • • ••• • ••• • • • • • • • • • • • • • • • • • • • • •• • • •• • • • • • •• • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• 000 • •• •• 1pa•e 5 of 12 ESR-2613 I TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS MODEL Quan -T aabs) Lateral NO. To Rafter To Plates To Stud Connection a Upltit°'� Co=1.33 or C0=1.6 Configurations Co=1.33 or Co=1.6 F, F2 H1 6-8dx1'/2 4-8d — 490 485 165 1-110 "dx1'/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 "d 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 — — "d 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'/2 4-10dx11/2 12-10dx1'/2 13 1,300 480 — H15-2 4-10dx1'/2 4-10dx11/2 12-10dx11/2 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 2'/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 s 1.0. The three terms in the unity equation consider all possible forces that the hurricane be 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 dependent 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 allowable loads. 4.Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on Installed on the same side of the wall 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.Allowable loads must be 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 blocking 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 tension of the truss or rafter members. / I191V r, 0 0 0 din o 0 0 0 � • " �' 1,16 m e o 0 2n o eye $ 5r�e�° • 60 a4 u le .• ` 2 0 o 0 29Lbn Q0p 1160 0 0 •• ••• • • • •• H1 H2 H7,r�• ••; •• •• ='125/6• H3 • • • • • • • • • • FIGURE 1a—H1,H2,Hr!L312.41 AaD'I'j%3•HUgRIC0I!.TIEE •• • ••• • L. • ••• • • • • all • s 0 off • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 6 of 12 ESR-2613 r1 � 1 o • •. m m' � If o • • 7Ye• i .0 m •,U.n r° 3%. •. 6 • . I m 1a/° ° I1 6W Z1 4� C ° p • •` 133/4' ° e e H4 t (m ZOVl iii• • H10A 5• e p°° •e° 20°/,e• r-1 ' (H10 similar) `m° a• 0 � p I Q �2 3'h• 1 v • 0 0 4+y 6 ° ' • �` 3• o o ° ° 2 �• • p 0 o a ° Q • 0 . � v ° 3• H15 it — H5 H6 H7Z H10-2 �. (H15-2 similar) FIGURE 1b—H4,H5,H6,H77,H70,H10-2,AND HIS HURRICANE TIES .1 Hi Installation ❑2 H2 Installation (H10,H1 0A,H10-2 similar) (Allowable Uplift Load Only) ° ° 4 o F2 u` 3] J� ° 6 e •1 F1 3 ° •• H2.5 Installation H4 Installation H4 Installation (Nails into both top plates) (H2.5 similar) (Nails into upper top plate) (H2.5A,H3,H5 similar) useaminimum 01 N9 9d halls -^� ,MssWe911russ • (IOlalfw8d .:0. rens Imo Pitch 0:12 must to 7:12 I Ft o• H6 Stud to H6 Stud to No�W` l Double Top •Gund•; ; ; • np19d 12 Plate 12 •Joist • .• '�3• vreilainto 13 Installation TrptailhOO4 • • s •• ••• •o •• •oft Installation H15 Installation FIGURE 1c—CONNECTION CONFIGURAJIOVS QF HUREMAND-FIE IN91lAftl.W SONS SPECIFIED IN TABLE 1 •• • ••• • ••• . • • • • • • • • • • ••• 0 • 0 ••• 0 6 Page T of 12 ESR-2613 TABLE 2—HS24 HURRICANE TIE FASTENERS'(Quantity Type) ALLOWABLE LOADS(Ibs)where CD=1.33 or Cu=1.6 MODEL Latere13.4,1 NO. To Rafter or Truss To Double Top Plate UPIW F1 F2 HS24 8-8dx1'/2 & 2--8d(slant) 8-8d 605 645 1,025 8-8dxl'/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 F2 load direction Is perpendicular to plate. 14i~ 0 Go e 2Y< Awa � ��► HS24 Dimensions 3e� ° HS24 Installation and Allowable Load Directions FIGURE 2—HS24 HURRICANE TIE TABLE 3—RST HURRICANE TIES MODEL RST HURRICANE TIE FASTENERS "2 DIMENSIONS in (Quantity-Type)- ALLOWABLE UPLIFT LOADS (Ibs) NO. (W) (L) To Rafter or Truss To Stud CD=1.33 or CD=1.6 RST-1 11/2 12'/2 1-10dxl'/2 10-10dx1'/2 550 RST-2 31/3 ill%' 2-10dx11/2 12-10dxl'/2 550 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 be reduced when other load durations govern. 2.Allowable uplift loads are based on lumber having an assigned specific gravity of 0.55,such as Southern Pine(SP). r� s� L q ••1"t • ••• •• • • • •• RST-1(RST-2 similar) • ••• 0 000 RST-1Installation FIG UIF.�RRT HVR1qCANPTIE• •• •• • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • .Pape 8 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 10dxl'l, 10d Common Nails 10dx1'/2 Common Nails Common Nails Common Nails CD=1.33 or Co 1-6 CD=1.33 CD=1.6 LTS12 12 LTS4 LTS1LTS16 18 16 12 12 775 720 720 LTS20 20 MTS12 12 MTS16 16 MTS" 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 HTS' HTS24 24 HTS28 28 20 24 1,450 1,450 1,450 HTS30 30 HTS30C 30 For 81:1 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 s o errop1r L o�rrrr r r R r �9 0 e . o 0 11/4° o LTS12 Typical MTS Installation— Typical MTS Installation— (MTS and HTS Similar) Rafter to Stud Truss to Double Top Plate FIGURE,It'—•IVIS:S'P Pyj•• ; ; •• • o • • • • • • •• • • •• • • • • • •• • ••o • ••• • ••• • e • • ••• • • • •• •• • • • •• •• ••• • • • •o• • • Paye 9 of 12 ESR-2613 TABLE 6-LFTA LIGHT FLOOR TIE ANCHOR' LFTA ANCHOR DIMENSIONS(in) FASTENERSz ALLOWABLE TENSION LOAD3.4(lbs) MODEL NO. Strap Width Clear Span Overall Length (quantity-Type) Co=1.33 or Co=1.6 L LFTA 2'/4 1 17 383/a 16-10d Common 1,205 For Sl:1 inch=25A mm,1 lbs=4.45 N 1.The LFTA anchor Is used to transfer tension fords 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. 6 0 e 0 0 ;i L U a I 0 s 0 0 'a 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 LOADS4'a(lbs) DIMENSIONS When Lumber Thickness,tm_(inches) MODEL (in) FASTENERS2,3 NO. Tie (Quantity-Type) 1'/2 2 2%. 3 3'/2 Strap Clear Overall Where Co WidWidthSpan Length 1.33 1.6 1.33 1 1.6 1.33 1.6 1.33 1.6 1.33 1.6 FTA2 3 17 37% 4-%"dia.M.B. 1,575 L1,890 2,095 2,515 2,600 3,120 2,820 3,385 2,820 3,385 FTA5 3'/z 17 45'/2 4-3/4"dia.M.B. 1,865 2,240 2,500 3,000 3,125 3,750 3,725 4,400 4,050 4,400 FTA7 3'/z 1 17 1 56 62/a"dia.M.B. 3,095 3,715 4,185 5,020 5,175 6,210 6,360 7,600 7,395 7,600 For SI: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 4%Inches,i.e.,seven times the bolt diameter(713). 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 increaseAfoGWiad or qarthauak®lo6ding,14o further increase Is allowed.Allowable loads must be reduced when other load durations govern.; ; • ; • •• . • • • ••• • • ••• • ••• • • • • • • • . • • • • • • • • • • • • 00 • • •• • •• • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Paso 10 of 12 ESR 2613 TABLE 7—SP AND SPH STUD PLATE TIES CONNECTOR FASTENERS ALLOWABLE UPLIFT LOADS CONNECTOR MODEL DIMENSIONSIn (Quantity-Type) lbs SERIES NO. (W) (L) To Stud To Plate Co 1.33 CD 1.6 S.G=0.50 S.G.=0.55 S.G.=0.50 S.G=0.55 SPI — — 6-10d 4-10d 585 585 585 585 SP2 — — 6-10d 6-10d 890 890 1,065 1,065 S134 39he 71/4 6-10dx1/z — 735 735 885 885 SP 6-16dx2/z — 800 800 930 930 6-10dx1/z — 735 735 885 885 SP6 59/18 73/4 6-16dX2'/z — 800 800 930 930 6-10dxl/2 — 735 735 885 885 SPS 76/1e 86/'8 6-16dx2'/z — 800 800 930 930 SPI-14 39/le 83/4 10-10dx1�/z — — 1,240 — 1,240 12-10dx1/z — 1,360 1,490 1,360 1,490 10-10dx1% — — 1,240 — 1,240 SPH SPH6 59/te 9'/4 12-10dxl'/2 — 1,360 1,490 1,360 1,490 SPH8 71% 83/810-10dx1 /z — — 1,240 — 1,240 12-10dx1�/z — 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. MOP- 0 o Ara, ca 00oa�so °0 ,- - - - SP1 Installation: SP2 Installation: SP1 Nailing Profile SP1/SP2 Stud to Sill Plate Stud to Double Top Plate l a . l °° L I I ° , e ° °I oo z° t%q •• •i ••i i i• ••Each We of Stud Typical SPH4 Installation: •• 00: •• • • +rypleal SP4 Installation: Stud to Wood Sill Plate Double Top Plate to Stud(SPH Similar) • • • • • • • • • • • • • • • • • • FIGURE 7=$P A6 SPH SrUDp.LAS'E•T1ES •• • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 11 of 12 ESR-2613 TABLE 8—RSP4 REVERSABLE STUD PLATE CONNECTOR' FASTENERS ALLOWABLE LOADS23(lbs)where Co=1.33 or Co=1.6 MODEL (Qua n T e NO. To Stud To Plate Connection Configuration, Uplift Laterals F� Fz RSP4 4-8dxl'/z 4-8dxl'/z Stud to Double Top Plate 450 210 250 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. �f3. F1 —� 0 0 0 0 Why 0 0 p 0 0p �I�I0 O 4%2° 0 n. 41h' • oo 0 0 0 a o 0 0 2li Figure 8a—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 abs) MODEL Quan -T a Where C6=1.33 or C=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 — — 1-10dx1 /z — 420 325 SSP 3-10d — 435 — — 4-10d — 1-10d — 455 420 6-10dx1 /z 775 — — 8-10dx1'/z — 2-10dx1'/2 — 660 545 DSP 6-10d — 825 — — 8-10d — 2-10d — 825 600 For SI:1 inch=25.4 mm,1 lbs=4.45 N. 1.Tabulated allowable uplift loads have been increased for wind or earthquake loading no further increase allowed.Reduce loads when other load durations govem. 2.When cross-grain bending or cross-grain tension cannot be avoided,mechanical reinforcement to resist such forces should be considered. 3.For Sill Plate allowable uplift loads,all round nail holes in the connector must be filled with the specified quantity and type of nails. 4.For Double Top Plate allowable uplift loads,all round and triangular nail holes the He connectors must be filled with the specified quantity and type of nails. 5. ° e 1,, • ° o • ••• .SSPjastallation: . DSP Installation: SSP DSP ; ; ; $inble stud to dill Pli§e Double Stud to Double Top Plate •• • • •• • • Y • • •• • ••• • ••• • FIGURE 9—SSP/DSP STUD PLATE TIES • • • • • • • • • • • • • • • • • • ••• • • • •% • • Fuge 12 of 12 ESR-2613 TABLE 9—HGT HEAVY GIRDER TIEDOWN CONNECTORS"2 HGT DISTANCE BETWEEN FASTENERS ALLOWABLEUPLIFT MODEL 3A CONNECTOR ANCHOR RODS LOADS NO. WIDTH (Quantity Type)(on center) Where Co=1.33 or CD=1.6 (W) (in) (inches) Anchor Rods To Muld-ply Truss (lbs) HGT-2 36/I° 53/4 2 e/a-Dia. 16-10d 10,980 HGT-3 41°/I° 73/a 2-s/8°Die. 16-10d 10,530 HGT-4 69/16 9 2-efs'Die. 16-10d 9,520 For SI:1 Inch=25Amm,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 studs/posts)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 studs/post. The anchor rod material specifications must be identified by the registered design professional. 8.Two LBP 5/.-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. LBPs/a 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 a/a-inch diameter threaded bolt/rod. Install two LBPW washers on top of each crescent washer (total four W washers)for wooc Instapaflon.All washers and crescent washers are required. Crecsent washers are supprred. Crescent washer supplied and required !�4 o ee e e , 5 ea \ 361en o 1314° I r: Washer net requlree I � I I s = HGT-2 I (HGT-3 and HGT-4 similar) - Typical HGT-3 Installation,with HTT22 Tension Tie connectors used to attach the HGT Tiedown to the HTT22 Tension Tle vertically aligned wood posticolumn. The design of (Not covered In this the HTT22 tension He connectors attached to the Evaluation Report.) wood post/column Is outside the scope of this report •• ••• • • • • • •• • •• • • • • ••• • FIGURE 9—HGT HEAVY GUf0FJL jIEDQ81IPf QON$EGTQq• • ••• • ••. . • • • . • • • • • • . • • • • • • • • •• • • •. • • • . • •• . •• • • • Goo 00 0:0•• • • • • 0:0•• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • S4z'\ ESR-2613 Supplement REP®RTTM issued February 9, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. '5=Wodam NM Roact WWkr,Caffm1h 8=9'(W)699-MO IAglamd Office®800 Nb*k G RmcL Suite A,Btrminghem,Alabama 35293 ■(205)598-9800 www.ICc-eS.org Regional Office a 4051 Wee Flamm=Road,GmAry Club FMs,Emb 60478■(M)799-M 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)925-6099 www.stroncitle.corn EVALUATION SUBJECT: SIMPSON STRONG-TIE HURRICANE AND SEISMIC STRAPS AND TIES 1.0 EVALUATION SCOPE Compliance with the following codec 2004 Florida Building Cod"WIding 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. This supplement expires concurrently with the master evaluation report issued on February 1,2008. .• ... . . . . . .. .. • . . . •. . . . . ... . • . • . • . . • .• ... .. . • . .. • 0:0 • • ... CSDEPORTS are not to be construed as representing aesthetics or any otter attrd tes rot sp•c�ftcalrpaddraevea dor a to be construed as an endorsement ofAesubject ofthereport or a reconwwndationfor Its use.There is n*wz;rant�ICCEwAtton 4A*e,Int Qrpreav grlmphed as to anYpu&g or other matwr In dais report or as to arty product covered by the report. AtlalA�P�mm Wa➢06f•?i�11eE1 CoPYd9h4 @ 2008 i i r r•r i i i Page 9 of 9 • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ESR-2203 Used for Florida State Wide Product Approval # FL11169 Products on this Report which are approved: Product FL# HTU210 11169.2 HTU210-2 11169.2 HTU26 11169.1 HTU26-2 11169.2 HTU28 11169.2 HTU28-2 11169.2 LUC210Z 11169.3 LUC26Z 11169.3 .. . ... •® ... SIMPSON STRONG-TIE COMPANY, INC ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . -� ESR-2203 SEPO RTT"' Issued June 1, 2008 This report is subject to re-examination in one year. ICC Evaluation Service, Inc. BustnessiReglonal Office a 5360 WO1luna"K6 Road,Wer,Caffornia 90601■(562)69D.0543 Regional Office a 900 Montclair Road,Suite A,Birrningham,Alabama 35213 ■(205)599-9800 W W W.1 CC-ES.O[g Regional Office a 4051 West Flossmoor Road,Country Club His,IOinois 60478 a(708)799-2305 DIVISION:06-WOOD AND PLASTICS 3.2 LUCZ 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 SIMPSON STRONG-TIE COMPANY,INC. flanges to allow for installation near the end of a supporting 5956 WEST LAS TIE S BOULEVARD member such as a ledger or header.The hangers are formed from No.18 gage galvanized steel.See Table 2 and Figure 2 PLEASANTON,CALIFORNIA 94588 for hanger dimensions,required fastener schedule,allowable (800)999-5099 loads and a typical installation detail. www.strondtle.com 3.3 Materials: EVALUATION SUBJECT: 3.3.1 Steel: The HTU hangers are manufactured from galvanized steel complying with ASTM A 653,SS designation, SIMPSON STRONG-TIE HTU AND 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 BASE-METAL 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 R301.1.3. The hangers have a minimum G90 zinc coating specification 3.0 DESCRIPTION in accordance with ASTM A 653.Some models(designated with a model number ending with Z)are available with a G185 3.1 HTU Hanger Series: zinc coating specification in accordance with ASTM A 653. The HTU hangers are face-mounted, and are designed to Some models (designated with a model number ending in HDG)are available with a hot-dip galvanization,also known as suppsupport rt up to, insut talled exceeding,with full or partial I(heel mm)and d "batch"galvanization,in accordance with ASTM A 123,with a inch of p t between the truss and the supporting7mminimum specified coating weight of 2.0 ounces of zinc per ( ) girders. square foot of surface area(600 g/m2),total for both sides. Minimum and maximum nailing options provide solutions for Model numbers for the HTU series hangers in this report do design with varying heel heights and support conditions.The not include the Z or HDG ending, but the information shown 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 contacted for required fastener schedule,allowable loads and an installation recommendations on the appropriate level of corrosion 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 1B 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 betwaert•.. 3.3.2 YVo®d'Wopq members with which the connectors are the truss and the supporting girders is less than or equal to% dg$d M*t 4e tiger sawn lumber,structural glued laminated Inch (3.2 mm). See Table 1C and Figures 1A and 1C for •; rrripec dr Qitlneergd lumber having a minimum specific hanger dimensions, required fastener schedule, allomble••• gra of 0.60{minimum equivalent specific gravity of 0.50 for 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 trws9 aPbts9d*ib Sectioh.4.J.Zhe thickness of the supporting wood supporting girder is less than or equal to'/,inch(1 t7.thm) . ?rygfnb4r(hgactq,b*r4 or ledger)must be equal to or greater REPORTS- are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement ofthe subject ofthe report ora recommendationfor its use.There is no warranty byICCEvaluation Service,Inc.,express or implied,as to anyfinding or other matter in this report,oras to any product covered by the report. • • • • • • • • Copyright©2008 0:0 • 0 0 000 • 0 Page 1 of 6 Page 2 of 6 ESR-2203 than the 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, 3.3.3 Fasteners: Nails used for hangers described in this as specified in the applicable evaluation report for the 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 4.3.1 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(F,b): seismic-force-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 DESIGNATION SHANK DIAMETER LENGTH (psi) 1704.1. (Inch) 10d x 1'/z 0.148 11/2 90000 4.3.2 IRC: For structures regulated under the IRC,special 10d 0.148 3 90000 inspections are not required. 16d 0.162 31/ 90000 5.0 CONDITIONS OF USE For SI: 1 inch=25.4 mm,1 Ibf7in2=6.89 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 codes 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 jobsite 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 Wood Construction and its supplement (NDS). No further 5.4 Connected wood members and fasteners must comply, increases are permitted for load durations other than those respectively,with Sections 3.3.2 and 3.3.3 of this report. specified. Tabulated allowable loads apply to products 5.5 Use of connectors with preservative-treated or connected to wood with a moisture content of 19 percent or fire-retardant-treated lumber must be in accordance with less(16 percent or less for engineered wood)at the time of Section 3.3.1 of this report. Use of fasteners with installation,and used under continuously dry conditions where sustained temperatures are 100°F (37.8°C) or less. When preservative-treated or fire-retardant-treated lumber connectors are installed in solid sawn lumber having a must be in accordance with Section 3.3.3 of this report. moisture content greater than 19 percent, or where wet 6.0 EVIDENCE SUBMITTED 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 Acceptance Criteria for specified in the NDS for dowel-type fasteners under lateral Joist Hangers and Similar Devices (AC13), dated October loads. When connectors are installed in wood that will 2006(corrected March 2007;editorially revised April 2008). experience sustained exposure to temperatures exceeding 7.0 IDENTIFICATION 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: $n:nddx ofalDaydr?report (ESR-2523) that is used as an '. .; jd*tiger;oc"iTrpducts recognized in this report. Installation of the connectors must be in accordance YAIIMI.% ' • • evaluation report and the manufacturer's published installation instructions.In the event of a conflict between this report and . ... . ... . . . . . . . . . . . . .. . . .. . . . . . .. . ... . ... . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. Pale 3 of 6 ESR-2203 TABLE 1/-DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS (112 Inch Maximum Gap Between Supporting Member and Supported Member—Maximum Number of Nails Into Supporting Member) DIMENSIONS° FASTENERS' e,r a (Inches) (Quantity-Type) ALLOWABLE LOADS (lbs) MODEL No. Into Into Uplifts Download W H B Supporting Supported Member Member CD=1.33 CD=0.9 CD=1.0 CD=1.15 CD=1.25 CD=1.33 CD=1.6 or=1.6 Single 2X Sizes HTU26(1/2"Gap—Min Heel)' 1 5/e 5 7/,8 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 7/,s 3% 20-16d 14-10dxl'/2 1175 2660 2940 3100 3100 3100 3100 HTU26(1/2"Gap—Max Nail)3 1 5/e 5 7/1e 3'/2 20-16d 20-10dx11/2 1215 2660 2940 3340 3600 3760 3760 HTU28(1/2"Gap—Min Nail)2 1 5/e 7 '/1e 3'/2 26-16d 14-10dxl'/2 1125 3460 3770 3770 3770 3770 3770 HTU28('/p Gap—Max Nail)3 1 5/e 7 '/1e 3'/2 26-16d 26-10dx1'/2 1920 3460 3820 4340 4680 4940 5015 HTU210('/2"Gap—Min Nail)2 1 5/e 9 '/,s 31/2 32-16d 14-10dxl'/2 1250 3600 3600 3600 3600 3600 3600 HTU210(1/2"Gap—Max Nail)3 1 5/e 9 '/1e 3'/2 32-16d 32-10dxl'/2 3255 4255 4705 5020 5020 5020 5020 Double 2X Sizes HTU26-2(1/2"Gap—Min Nail)2 3 5/,8 5 7/16 31/2 20-16d 14-10d 1515 2660 2940 3340 3500 3500 3500 HTU26-2(1/2"Gap—Max Nail)3 3 5/,e 5 7/,e 31/2 20-16d 20-10d 1910 2660 2940 3340 3500 3500 3500 HTU28-2(1/2"Gap—Min Nail)2 3 5/1e 7 '/,e 31/2 26-16d 14-10d 1490 3460 3820 3980 3980 3980 3980 HTU28-2('/2"Gap—Max Nail)3 3 5/,e 7 '/1e 31/2 26-16d 26-10d 3035 3460 3820 4340 4680 4940 5555 HTU210-2('/z"Gap—Min Nail)2 3 s/,e 9 '/,s 31/2 32-16d 14-10d 1755 4255 4255 4255 4255 4255 4255 HTU210-2(1/2"Gap—Max Nail)3 3 5/te 9 '/,e 3'/2 32-16d 32-10d 3855 4255 4705 5345 5760 6080 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 1/8 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 in the table,are driven into the supported wood truss. 2The suffix'('/2"Gap—Min Nail)'corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 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 above,are driven into the supported wood truss. 3The suffix'('/2"Gap—Max Nail)'corresponds to installed conditions where the gap between the supporting member and supported member is more than 1/8 inch(3.2 mm)and less than or equal to 1/2 inch(12.7 mm),and the maximum possible number of nails,as specified in the table above,are driven into the supported wood truss. °Refer to Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1 B for a typical installation detail. 5Allowable loads correspond to installations where the maximum possible 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. STabulated allowable loads are for installations in wood members complying with Section 3.3.2 of this report. 'Tabulated loads must be selected based on the applicable load duration factor,CD,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. SHTU 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. sAllowable 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. •• ••• • • • • • •• • •• • • • • ••• • •• • ••• • ••• • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Page 4 of 6 ESR-2203 TABLE 1B—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS ('/a Inch Maximum Gap Between Supporting Member and Supported Member-Maximum Number of Nails Into Supporting Member) DIMENSIONS° FASTENERS' ALLOWABLE LOADS e,r,e(Ibs) (Inches) (Quantity Type) MODEL No. Into Into Uplift' Download W H B Supporting Supported Member Member Co=1.33 Co=0.9 Co=1.0 Co=1.15 Co=1.25 Cp=1.33 Co=1.6 or=1.6 Single 2X Sizes HTU26('/g Gap-Min Heel)' 1 5/a 5 7/18 3'/2 20-16d 11-10dxl'/2 730 2660 2940 3045 3045 3045 3045 HTU26(1/8"Gap-Min Nail)2 1 5/a 5 '/,a 31/2 20-16d 14-10dxl'/2 1250 2660 2940 3200 3200 3200 3200 HTU26('/a"Gap-Max Nail)3 1 5/a 5 '/,a 3'/2 20-16d 20-10dxl'/z 1555 2660 2940 3340 3600 3800 4010 HTU28('/a"Gap-Min Nail)2 1 5/a 7 '/1a 3'/2 26-16d 14-10dx11/2 1235 3460 3820 3895 3895 3895 3895 HTU28('/g"Gap-Max Nail)3 1 5/a 7 '/1e 3'/2 26-16d 26-10dxl'/2 2140 3460 3820 4340 4680 4940 5435 HTU210('/a"Gap-Min Nail)2 1 5/s 9 '/,a 31/2 32-16d 14-10dxl'/2 1330 4255 4355 4355 4355 4355 4355 HTU210('/a"Gap-Max Nail)3 1 5/a 9 '/1s 31/2 32-16d 32-10dxl'/2 3315 4255 4705 5345 5760 5995 5995 Double 2X Sizes HTU26-2('/a"Gap-Min Nail)2 3 5/,s 5 '/,s 31/2 20-16d 14-10d 1515 2660 2940 3340 3600 3800 3910 HTU26-2('/a"Gap-Max Nail)3 3 5/,8 5 '/18 31/2 20-16d 20-10d 2175 2660 2940 3340 3600 3800 4485 HTU28-2('/a"Gap-Min Nail)2 3 5/18 7 '/1s 3'/2 26-16d 14-10d 1530 3460 3820 4310 4310 4310 4310 HTU28-2('/a"Gap-Max Nail)3 3 5/18 7 '/18 3'/2 26-16d 26-10d 3485 3460 3820 4340 4680 4940 5850 HTU210-2(1/8"Gap-Min Nail)2 3 5/,a 9 1/16 3'/2 32-16d 14-10d 1755 4255 4705 4815 4815 4815 4815 HTU210-2('/8"Gap-Max Nail)3 3 1a 9 '/,s 1 31/2 1 32-16d 32-10d 4110 1 4255 1 4705 1 5345 5760 1 6080 1 7200 For SI:1 inch=25.4 mm,1 pound=4.45 N. 'The suffix'('/a"Gap-Min Heel)'following the model number corresponds to installed conditions where the gap between the supporting member and supported member is 1/8 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'(/a"Gap-Min Nail)'corresponds to installed conditions where the gap between the supporting member and supported wood truss is 1/8 inch (3.2 mm)or less,and the minimum allowable number of nails,as specified in the table above,are driven into the supported wood truss. he suffix'(1/8"Gap-Max Nail)'corresponds to installed conditions where the gap between the supporting member and supported wood truss is'/a inch(3.2 mm)or less,and the maximum possible number of nails,as specified in table above,are driven into the supported wood truss. °Refer t0 Figure 1A for definitions of hanger nomenclature(W,H,B). Refer to Figure 1 B for a typical installation detail. 5Allowable loads correspond to installations where the maximum possible 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. 'Tabulated 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. '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 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),forjoists 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. •• ••• • • • • • •• •• ••• •• • • • •• • • • • • • • • • • •• • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • Page 5 of 6 ESR-2203 TABLE 1C—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR HTU SERIES HANGERS–ALTERNATE INSTALLATION (Minimum Number of Nails Into Supporting Member) DIMENSIONS 2 FASTENERS 3 4,5,e (Inches) (Quantity-Type) ALLOWABLE LOADS (lbs) MODEL No.' Into Into Uplift° Download W H B Supporting Supported Member Member Cp=1.33 Co=0.9 C0=1.0 Co=1.15 Co=1.25 Cp=1.33 Co=1.6 or=1.6 Single 2X Sizes HTU26(Min) 15/8 57/,8 31/2 10-16d 14-10dx11/2 925 1330 1470 1670 1800 1900 2040 HTU26(Max) 15/8 57/,e 31/2 10-16d 20-10dx1'/z 1310 1330 1470 1670 1800 1900 2250 HTU28(Max) 15/e 7'/,e 3'/2 20-16d 26-10dx1'/2 1920 2660 2940 3340 3600 3800 3905 HTU210(Max) 15/e 9'/18 3'/2 20-16d 32-10dx11/2 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. STabulated loads must be selected based on the applicable load duration factor,C°,as permitted by the applicable building code.See Sections 4.1 and 4.2 for design and installation requirements. SAllowable loads are based on a maximum allowable gap of/2 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. SAllowable 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 govem. 134� I D D 4= J °Y 00 H ° 0 ° o000 00 o° ° ° ° °° 000o a$000 oo ° s ° 00 o® 0 0 °�r� ,� 0000000 00 0 0 FIGURE 1A—HTU SERIES HANGER FIGURE 1B—TYPICAL HTU INSTALLATION 0 p • • •I w •UQ • i 0 •• * •• °•�eol i i•i • ° o Ulp • • • • 00 o0o°ttt ° 00 pelt II1 • •400 0 • • • • • •• • •• • • FIGURE 1C-ALTERNATEf ITU INUALLATION ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Paae 6 of 6 ESR-2203 TABLE 2—DIMENSIONS,NAILING SCHEDULES AND DESIGN VALUES FOR LUCZ SERIES HANGERS DIMENSIONS FASTENERS' 2,3.4.3 (inches) (Quantity Type) ALLOWABLE LOADS (lbs) MODEL No. W H Into Supporting Into Supported Upllfte Download Member Member Co=1.33 Co=1.60 CD=0.9 Co=1.0 CD=1.15 Co=1.25 6-10dx1'/2 615 730 640 710 810 875 LUC26Z 18/16 43/4 6-10d 4-10d x 11/2 615 730 640 710 810 875 6-16d 1 615 730 760 845 965 1040 10-10d x 1% 925 1 1100 1065 1 1185 1 1345 1 1455 LUC210Z 13/16 73/4 10-10d 6-10d x 1'/2 925 1100 1065 1185 1345 1455 10-16d 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. 2Tabulated loads must be selected based on the applicable load duration factor,CD,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 and and the supporting member is 1/8 inch(3.2 mm). 5LUCZ 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. 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. • o m m om ® m • m m D ® ®m 0 m o ® m FIGURE 2—LUCZ SERIES HANGER AND INSTALLATION DETAIL •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • ••• • ••• • • • • • • • • • • • • •• • • •• • • • • • •• • ••• • ••• • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • Victor Caron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD BEAMS (2)2x10(NDS 2005) Section Properties I,- = H 9.25in = 2.1.5in rte:= H 2 H3 IV= B H 12 I = 197.86•in4 A=27.75•in2 Distributed load on rafter .W'= (Pdesign)•B + PdWidth•1.5esign 20 ) w=51.31.Ib 11 (1811)•0.9+ 3•H (NDS-Table3.3.3) Adjusted-Length= 18.51 ft Adjusted Length M:= W. 8 M =2198.23lb•ft Calculation of streses M• Sigma=616.6-psi Select Structural Spruce-Pine-Fir Table 4A (NDS) F := 1250psi = 1.0 = 1.0 := 1.0 qlw= 1.0 := 1.0 i= 1.0 = 1.0r= 1.0 Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr Fbp= 1250-psi Checking Interaction Sigma Fb I =0.49 : :.: '. • . • 000 • . . • .. ... .. . . . .. . •:0 . •.• . . . . . . . . . . . . . . . . .. . . .. . . . . . ..0 :0 ... . ... 000 . . 5 . . . . • •0: . . . . . . . •• •• . • . .. .. Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 LOAD IN WOOD COLUMN 6X6 Section Properties H Imo:= 5.5in ,:= 5.5in - 2 H3 wl B 12 �.= B-H I =76.26•in4 A=30.25•in2 Lateral Load on Column -Moment Inducing hh:= 0.66ft Width h 2 •PdestnWp Wb= 137.1 lb Mc:= Wb•8ft Mc=365.59 lb ft 3 Tension Load In Column Pu:= Pdesign' 3.5 Width Length 1.5 Width Length 48 2 2 + Pdesign' 20 2 2 Pu=475.21 Ib Calculation of streses Sigma T:= PU A Sigma_T= 15.71-psi Sigma-B:= Mc•cI Sigma_B= 158.21-psi BENDING Fes:= 1250psi Select Structural Spruce-Pine-Fir Table 4A (NDS) = 1.5 (Wind) = 1.0 a:= 1.0 ,Plw= 1.0 ;f,:= 1.0 i= 1.0 ;= 1.0 := 1.0 := Fb•Cd•Cm•Ct•CI•Cf•Cfu•Ci•Cr Fbp= 1875-psi TENSION Ft:= 700psi Select Structural Spruce-Pine-Fir Table 4A (NDS) .. . . . . . .. 1.5 m - 1.0 �+ '.3.tt _ ate'. ... . . �:= 1.0 = 1.0 .. ... .. .. (Ftp) := Ft•Cd•Cm•Ct•Cf•Ci ... ... . . . . . . . . . . . Ftp= 1050•psi .. . ... . ... . . . . . . . . . . . . g . . . . . . . . . . . .. .. . . . .. .. ... . Victor Cefon PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 Checking Interaction 1 _ Sigma T + Sigma_B 1 =0.10 "j Ftp FbP P Fb ( a SigmT) Ftp J if(1 5 1.0,"O.K.","N.G.") _"O.K." .. ... . . • . . •• .. . . . 4, .. . . . . ... . • . • . • . . • .. ... .. . . . .. . •.• . •:0 . . . . . . . . . . . . . . . . .. . . .. . . . . . •• . •• . . • .. . . . 7 . . . . . . . . . . . •• •• . • . •• 0• Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,F133172 LOAD IN WOOD RAFTERS (2X8)TO WOOD BEAM (2X10)CONNECTOR Using Simpson H2.5A Connector Section Properties 1 := 7.25in := 1.5in lb (Pdesign)•B w=5.58•ft Lengthb:= (Width- 1.5ft) Lengthb= 10.5ft Distributed load on rafter Lengthb W. R=28.281b 2 Checking Interaction 4951b Allowable Uplift as per manufacturer specs if(R:5 A,"O.K.",11N.G.") _"O.K." .. ... . . . . . .. . .. . . . . ... . .. ... .. . . . .. . ... ... • . ... . . . :0 . . . .. . .. . . .. . . . . .. . •• . . • .. . ... . ... . . 8 . . . . . . . . . . . •• 00 0 0 0 •• .. 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 =475.21 Ib Lb:= 2.1.5in Bolt Diameter:= 1 in 2 Ab:= Lb-Bolt-Diameter Ab= 1.5•in2 SigmaC:= Ab SigmaC=316.81-psi (Compression) SigmaC Allowable:= 1900psi 6"Wide Compression Parallel to Grain, Select Structural Spruce- Pine-Fir Table 4A (NDS) = 1.6 (Wind) = 0.8 w:= 1.0 Z= 1.0 = 0.8 Cp:= 0.86 NDS EQ 3.7-1 Q BW := SigmaC Allowable•Cd•Cm•Ct•Cf•Ci•Cp SigmaC Allowable= 1673.22-psi SigmaC SigmaC Allowable I =0.19 if(I 5 1,"O.K.","N.G.") _"O.K." .. ... . . . . . .. . .. . . . . ... . . ... . ••• . . • . . . . . • • .. . . .. . . . . . •• . •• . . • .. . ... . ... . • . . . . . • . g • . ••• • • . . . • •• •• • • 00 •• 66 Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami, FI 33172 LOAD IN WOOD BEAM (2X10)TO CONCRETE WALL CONNECTOR Using Simpson LUC26Z Connector Section Properties 9.25in := 1.5in lb (Pdesign)•B w=5.58'ft •_ Length 2 Distributed load on rafter Lengthb WB• 2 R=33.471b Checking Interaction 8951b Allowable Uplift as per manufacturer specs if(R s A,"O.K.","N.G.") _"O.K." .. ... . . . . . .. . . .. . . . 'a .. . . . . ... . .. ... .. . . . .. • • ••• . ••• • • • •• . • •• .. • •• . . • .. . ... . ... . • . • • • • • • • • • • • • • •• •• 0 0 0 •• 00 Victor Ceron PE 8883 Fontainebleau Blvd#105 Miami,FI 33172 CHECK ANCHOR BOLTS Utilising 3/4"Dia x 3"Embed REDHEAD WEDGE Anchors into Concrete Slab Applied_Shear:= Olb Applied_Tension:= Pu + Mc 3.5in CHECK TENSION No—of Bolts= 1 Bolt—Tensile—Capacity=3128.57 lb Applied—Tension = 1728.67 lb Allowable_Tension := 1.33-Bolt—Tensile—Capacity-No—of—Bolts Allowable—Tension =4161 lb Applied Tension =0.42 Allowable Tension CHECK SHEAR Bolt—Shear—Capacity=4137.43 lb Applied—Shear=0 Allowable_Shear:= 1.33•Boft Shear Capacity•No of Bolts Allowable—Shear=5503 lb Applied Shear =0 CHECK INTERACTION Allowable Shear I _ Applied Tension + Applied Shear I =0.42 "r Allowable Tension Allowable Shear if(1 <_ 1.0,"O.K.","N.G.") _"O.K." .• ••• . . . . . .. .. . . . ••• .. ... .. . . . .. . ... . ... . . . . . . . . . . . . .. . . .. . . . . . .. . .• ... ..• •. . ... . . • •• •• • • • •• •• 1 2 3 4 5 6 . I i ST�gP.THE DISTRICT i 2 x 4 PT WOOD ATTACHED TO ,F7LPAWM7a AV. BEAM WITH (2) 3" NAIL @ EACH �� SITE INFORMATION: �" � ' N. a - LEGAL. DESCRIPCION: � i VICTORCERDIJPE B�IRVEYOFLOr 1AaoFD�N�s INeHo E MMOM W THE PLAT'IHEFUMA8 IE PUB QED N PLAT e00 6%PAW 38 OF T gc IS LIC �OOMIS � 2 x 8 PT#2 WD RAFTER � OF M -WIDE OOIURY ON FOW • CRs SCOPE OF WORK 3�� • PRpE[T xduF PONOLA HU (1)SIMPSON TIES ° NOA APPROVAL FL # 10456.11 « ZONING CATEGORY F%= 3.J BEAM WITH (5) 8D x 1 1/2 NAILS AND TO WOOD RAFTER WITH SOIL STATEMENT: (5) 8D x 1 1/2 NAILS FOUNM7=BMW CONM8cr OF WMW NON BEANO FlOtAI MM O ORUItD ® 116" (2 2x10 PT#2 WD BEAM W(2) 1/20 DIAM THRU �.T. EMION V ,. oaaxcr nnc S'x 6" PT#2 APPROVED WOOD OF NATURAL 0000 DECAY RESISTANCE OR AN APPROVED 0 .•. 0000 *see:* PRESSURE-PRESERVATIVE-TREATED WOOD00:00: •: 00 00 000000 ::::00 ' M 10' 0966 :0000. 0000' 0000. • 0000. 000MAMMALS: 0 • oa.... &g5p �s TO BE :RUCTURAL 006E P�PT • . . . Fbs .. .. �..... •�• m Ptd NOA��PAP RO�VA g FLS# 10�84A � � �� < 9000 pd IN AT 90 DM►YE POST BASE FULLY NAILED TO o o f= COLUMN S ATTACHED TO EXISTING SLAB a-- r = Q All com w STIM W 2/4" DIAM x 41/4"ANCHOR BOLT `ra m w z � zx CODE INF of THE STINJCTUM EYBTEI�11 K R THE STRUCnM HM BEEI�I ( ® �'� 0 8 N ACCO WANCE WITH THE 30%FLORDM BU LDNO EXISTING CONCRETE CODE.NDE MAGI 31M ASCE 7-10THE F0110WIM SW INW10M LrOlAWN08 HAVE� UTA. ""`�1 N°�`� Esc / aco 0.0 \ \`` \/n\ \\/\\/NOTE ATE - RcvsoKs Ro°�OT F HATIsNarT�oW j /`�/\/\j . . LOADS: VISCE 7-10, X2014 OPEN TRELLIS SES _ - - u.•opro ouuNrENAcq � SCALE N.T.S DL =10P81F(80LDWOOD) ,i 't'n u E DERAL �°� �• 81 C'IUREDEIM FORLE1ONTIEJCiBD RAVY�NO O0V®t BtMILL 8E APPL® —--- �, l�Al) 1 2 3 4 5 6 COPYRIGHT RESMED �C10 PT WOOD ATTAR rtn rnroasratcr 1906 78 AY. DOflM.-Fi.338H1 PHIDW m-=2307 o \ � 0 8"x 12"EXISTING TIE BEAM LUC26Z SIMPSON BUCKET wCTOKCEEKONM APROVAL#FL 11169.3 cm am (610)-3/16"X 2-3/4"TAPCON TO WALL )-1 OD 11/2 NAILS TO RAFTER am FoNrAmmum a-vD#im MM R$Wl rrnea 749-Zea SM FROJEti N41K BAPI¢TO OPEN TRELLIS FRAMING PLAN SCALi 1/411 = 1'0" .2" x 10" PT WOOD BEAMS CONNECTIONS DETAIL 6" x 6" PT WOOD COLUMN TPY 3 SCALE N.T.S / 0000.. i-•2" x 4" PT WOOD •.:•.: �' • � '- � 00 .. ,00,0, 0000.. • • ,I 0000 � , 0000 ..... 7 0000. fr/ 11 Al 1 11 1 1 � j I I 1 11 1 ., 0000 • , • . . 0000 �.. , 2X10 PT WOOD ATTACHEDM •: LUC26Z SIMPSON BUCKET 00 '� ••� ' APROVAL # FL 11169.3 :'�.. •� '•0 " i 10) - 3/16" X 2-3/4" TAPCON TO WALL � W � in 3 6) - 10D 11/2 NAILS TO RAFTER � Cow `n, g 1 a TRELLIS � w BUILDING REVIE ® rte Qj 31-4" APPROVED DATE,_,® Ll I STRUCTURAL R W APPROVED ® TE 11-7" 11-7" --- 10'-11" 101-1 " MANMNGax�rrrcaw a e6es6em va 241 �m t A2) 1 2 3 4 5 6 COPYRIGHT RESERVED e L SO&T?IEI ::'01SIRtC, T'HGPATIONS RCr I mm —AV. -w_aam iPHOeLM-now 2 x 4 PT WOOD ATTACHED TO o (2)3'NAIL VICTORCEKONFE 2 z 1W PT WOOD LEDGER ATTACHE cm mom. TO EMSYM STRUMM(S)W 112 M a WEGUE ANCHORS ® !x Ir x 12•EXISTING TIE BEAM Has PON fAEVE L�I !tos PHON5 786-n2 502 (A(PROVA�L IP PgLy11q�1�.3�� oimxcr wua (ej�1�18 U2 NALS RAFTEERTAPOON TO W� o J / seu evcveemxc OIN17MwU00.T. ALL WOOD MEMBERS TO BE SELECT STRUCTURAL SPRUCE PINE i U Ir x ir PT COLUMIN i> Ecr ME ALL WOOD PT RATE#2 • . . .... ...... ...... .. .. ...... ...... • .... • 0000 •00.0 NCIA APPROVAL 1 sWsoN ABAsaz mss sraNrooFF POST FLLLY aNAY�TO •••••• • •• • • • I`� • • • I.f�j••••• SLAB W SW dAM x 4114'ANCHORSOd.T� • 0000• • • • 0000• •• • • —� • �_• LL \\ \\i\\�\` \\ \\�\\ \\ �� \\ \%\\ \\ '\\ '\\ \\ \\ \� \\ ��\\ \� \\ \\j\\ • —Jcera V)LLJQ //\// //\// /�\//\�j�//\; \//\/ //\/ /\//\//\ ct_� o® E Zx LONGITUDINAL SECTION �< 7 1/2 a _ a { ® rom oQ SCALE - 10 \\\ GGNP.RAI.NOT'[,5 � 1 UCUCTURAL REVI APPROVED DAT acvlsanls '� BUILDING REVIEW DATI�r L� ' APPROVED ,,,, , ,,,, 7A4) i I 2 3 I 4 5 6 COPYRIGHT RESERVED T , T FATIODi /W /Y DIAM THRU BOLT. (2)(2 110'PT WD BEAM „ �" 2 x 4 PT WOAD ATTACHED TO pHOm 7°B-6s2w C� (2)7 NAL 0 >lxiPTN�M�1®t _ VICTORCum m 3 2)H2.5 SIMPSON TIES WITH aAa e $. NOA APPROVAL FL#10456.11 (5)10D-1 112 NAILS INTO WOOD RAFTER AW (5)10D-1 U2 NAILS INTO WOOD BEAM. s� i U L--1'6" lx11�'P7��AY FHDW 7W-ua spa w�'W'OU1 TmRvmW. PROJECT N.VYE ALL WOOD MEMBERS TO BE SELECT STRUCTURAL ` BAgREfO SPRUCE PINE i U -6'x 6'PT COLUMN cnaECT RnE ALL WOOD PT RATE#2 . . .... ...... • • 0000• •• •• 66s••6 • 00000 • • • 0000•• 0000 • • • • 600.0 ••6• 0000• 6s••• s •6• 00.6••• • �ABAffiz 64 STANDOFF POAp L FS POST BASE FULLY MAILED TO COLUMN8 ATiAC#D TO EXISTING SLAB ••• • to ... 6•• �••••i• • • W 3W DIAM z 41H•ANOHOR BOLT I • • •••••• "if III • EDONTNGOO TE • * I�— \� \\ \\\� \\ \� \\ \\ \� \\ \ \ . \\ \\. \\ \� \\ \\ \ \� \\. �\ \\, \�,\\ \ \� \� w \/\j\ \y\/\ /\/ � oo� u� 8 SECTION TRANSVERSAL < SCALE 112" = 1'0" BUILDING RE�JIE ATEA— Com. } APPR STRUCTU RA L R W ; APPROVED _ RTUlllm nu aee®m wue xv (� A5`! 1 2 3 4 5 6 COPYRIGHT RESERVED l TMFATIOD5TKCT 7906 IOM 79 AY_ w"-FL,Win DHOW 700-OL 2997 G + "CTORcr- O C l ow B3=SM ROWANM t E BLVD.toe LIM FIL save PM?e 706-222 SM P CT NA4E @ARIETO SIDES _T BACK g� N I U .ortn¢tr nn[ 1 SITE,.JOB . . .... ..... y REAR SET BACK •' be THT ..... 41 •..• • • 0*000: t 7m] •••• . ••..• • 004 • • • • •• •• •• • tom•.... ONE STORY CBS ••••• RESIDENCE # 37 :...:. �,••••' za . . . . • • Li VIEW / •J C/� Ln Q q gU1LDING R W I— RATE i1 oO� cn APPROVED O O I— @— = Q V) w m z � zx �w _ M C\ z J 6-1-RUCTURA REVIEW ® �� <� APPROVED ATE77- G`NCRAL� - QIL IL SITE PLAN SCALE 3/32" = 1'O" l �. (`DrMOUTMI A6)