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Specifications (16)
• mST \A- 00\rc‘e. i3t u)Z Svcu\a_mc�m-- • r • OFFICE COPY • • • • • • Structural Calculations • • • for • Bret & Peggy ggY Sor g • • 13160 SW Laurmont Drive • Tigard, OR 97223 • • Engineered Residential Wall Removal • • • May 6, 2019 • • • • Prepared by: • evisivieer vvi call • • Mark Wegener, P.E. • Happy Valley, OR 97086 • • \QED PROp,sr G 1 N FF4, /7 • „PC • • 0 :6 V • 4/P'-B. • EXP 06/30;2020 • Date Signed:5/07/19 • • • • • • • • • • • • • • • Structural Calculations • • • for • • Bret & Peggy Sorg • • 13160 SW Laurmont Drive • Tigard, OR 97223 • • Engineered Residential Wall Removal • • • May 6, 2019 • • • Prepared by: • &visivleer vvi cel( • • Mark Wegener, P.E. • Happy Valley, OR 97086 • AGIDPNRZ04'8'4 • • 79633PE • • �1 4I4 8Z0,\ �� • 9'PK B. W EG2V • EXP 06130/2020 • Date Signed: 5/07/19 • • • • • • • • • • • cosh/leer all call • • Project: Sorg Residential Bearing Wall Removal Date: May 6, 2019 • Location: 13160 SW Laurmont Drive, Tigard, OR 97223 By:mw Ch: Sht: i • Basis for Design: • Structure is an existing single story, wood framed,single family residence with a raised wood • floor supported by post and beam and perimeter footing within a crawl space. Design herein is • to address gravity loads to an existing interior bearing wall proposed for removal and replaced • with a beam concealed within the attic space as part of a kitchen remodel. Design to comply with with the 2014 Oregon Structural Specialty Code and associated reference documents. • • References: • 1. 2014 Oregon Structural Specialty Code (OSSC) 2. Site visit conducted on May 4, 2019 • 3. Simpson Strong-Tie Catalog C-2018 • Loads: • Roof: Walls(exterior): • LL: 20.0 psf (snow) 1.5 psf(siding) • 4.0 psf(roof+ re-roof) 1.4 psf(framing) • 1.5 psf(plywd) 0.7 psf(insulation) 1.9 psf(framing) 1.5 psf(Interior finish) • 1.5 psf(ceiling) 1.5 psf(misc) • 1.2 psf(insulation) 6.6 psf • 1.0 psf(HVAC) USE 7.0 PSF 1.5 psf(misc) • 12.6 psf USE 13.0 PSF • • Floor: Walls(interior): LL: 40.0 psf(residential) USE 6 PSF • 1.0 psf(flooring) • 4.4 psf(subfloor) • 2.5 psf(framing) 1.5 psf(misc.) • 9.4 psf USE 10.0 PSF • • Attic: Accessable: 20 PSF • Non-Accessable: 10 PSF • • • • r • •, • • S S S S S evisivieer bvi ca(( • • Project: Sorg Residential Bearing Wall Removal Date: May 6, 2019 • Location: 13160 SW Laurmont Drive, Tigard, OR 97223 By:mw Ch: Sht: ii S • Lateral Loading: Seismic: • Seismic Design Category: D • Site Classification: D • Building Category: II Importance Factor: 1.0 • Approximate Fundamental Period: Ta=Cr(hn)3/4=0.137 sec • Cr=0.02 hn= 13"-0" (mean ht. ) • R= 6.5 (Lt-framed walls with shear panels of all other material) • Latitude: 45.43444° North • Longitude: -122.81199°West • Design Base Shear(strength level): V=CsW=0.1102W Cs=Sas/(R/I)=0.716/(6.5/1)=0.1102 • Sas=0.716g S Cs need not exceed Sas/Ta(R/I)=0.8119>0.1102 does not control • Cs(MIN) = .044SDs(I)= .0318 does not control • Wind Loading: • Basic Wind Speed (3 second guest): 115 mph Exposure Category: B • Mean Ht.: 13'-0" Roof Angle (degrees): 22.6° (5:12) • Simplified Directional Procedure (Method 2) S S S • • S S • • • S S S S • • • • • • evisivieer ay] call • • Project: Sorg Residential Bearing Wall Removal Date: May 6, 2019 • Location: 13160 SW Laurmont Drive, Tigard, OR 97223 By:mw Ch: Sht: iii l • • Lumber Stresses: • 2005 ANSI/AF&PA NDS (1/06/05) • • DOUGLAS FIR-LARCH: • GRADE SIZE CLASS BENDING SHEAR COMPRESSION MODULAS OF ELASTICITY • Fb Fv Fc Fc E E(MIN) • Select Structural 2x &4x 1,500 180 625 1,700 1,900,000 690,000 • 6x 1,600 170 625 1,100 1,600,000 580,000 No.1&Better 2x&4x 1,200 180 625 1,550 1,800,000 660,000 • No.1 2x&4x 1,000 180 625 1,500 1,700,000 660,000 6x 1,300 170 625 925 1,600,000 580,000 • No.2 2x&4x 900 180 625 1,350 1,600,000 620,000 • 6x 875 170 625 600 1,300,000 470,000 • GLULAMINATED BEAMS: • 24F-V4(SIMPLE SPANS) 2,400 265 650 1,650 1,800,000 830,000 (DF/DF) • 24F-V8(MULTIPLE SPANS) 2,400 265 650 1,650 1,600,000 830,000 • • Notes: 1. All wood exposed to weather or in contact with concrete • shall be treated with an approved wood preservative. 2. All hardwareexposed to weather or in contact with concrete • shall be hot dipped galvanized,zinc coated,or stainless • steel. • Soil Bearing: • Allowable bearing stress: 1500 psf • • • • • • • • • • • • • • • • • • • ev�o�ivieer evi call • Project: Sorg Residential Bearing Wall Removal Date: May 6, 2019 • Location: 13160 SW Laurmont Drive, Tigard, OR 97223 By:mw Ch: Sht: iv • • • z — mss. • } x u R s 7" 1 34 `- axkyr `P:r-,,7 fii* 4' .2'1100,10 '4t,,, • yl F M411/ �,� ' t r • 47.1. z, , . 'A" ilk , lir - ".' ',,,. l'''ke,, ID • • • 1....-': { '1'3160'S aauur vont 3r .`� • fi yy� .. • Y,r 4 ate" ‘-°'.e� • :C.'')'-, "` 1 f yr .mow ,. r. • 4eyF.f .y ay .'R 9 { • 4. e r y/� _ �a ' • • .... ♦ N.�` K. • --4-`,meq t#�.x f� i '7-'4"., .' `xl'� ` . * L t ,,, , „. 4, . .-, +iii ; `X, 'ha�+ ;$'.r'� _ is .i. • • • �, fie.. `t ,,._ ' • • • Latitude: 45.43444°N • Longitude: 122.81199°E Elevation: 205'(NAVD 88) * 1 141. • * ASCE Hazards Report • • • • • • - • 40 • 1 • • • • • evio�iv�eer mil call • _ • Project: Sorg Residential Bearing Wall Removal Date: May 6, 2019 Location: 13160 W Laurmont Drive • , Tigard, OR 97223 By:mw Ch: Sht ! • — _ _ 1±,a. 1 I I - --- ------ Gil Cnb - r r - —1 • - ■ ■ ■ _ ■ - _ � - - _�- • __ L . ___ ■ ■■■ . , ■■■ • ---7 gl- us- 1' III 01 a. • __' ■ ■■ ■ WORN A �„ _ '! 1 ,.,__ __Ni • • - LII• 11111112111111!!!: -■N . NEM _g. liti■■■■ ■ MIAMMINIEMN _ 1911011 .4 ■. 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'11 i Mr 1 ► _ •• ■ ■ ilii ■ Iry '. iii plu -- • ■ ■■ i��"■ -- m I wili • � 6 . • 1 • • W1 EI� ■ ,., „._ .... • •• ■ WAR I .11 ■ ■■.....„,„ ri_up. . . 11 _.!/ 7 ,. , . •• _ _ _ r, _ _ _ d r jimilmmuslial isi4 A 1 NI , • ■■■ ■■■ ■■!i E E :ids ■� s,,,i� • ■■■■■ ■■■■■ �.■■■Nm■ ■' ■I ■■■■ • • • • • • • • • • • • • • • • • • • • • • WALL TO BE REMOVED • )BEAM • REMOVE x12)&RELACE (4x12)St REPLACE W/ (N)FULL SPAN BEAM • • KITCHEN • • g4D PROF4j, • �'�� �yGIN44, • 79633PE • '• N • o g ,2,3 ,,A,4- • BWECti • EXP 06/30/2020 • Date Signed: 5/07/19 PROJECT: Engineered Residential Wall Removal JOB NO:BSR-020-19 • 13160 SW Laurmont Drive Tigard,OR 97223 DATE: 05/06/19 • REFERENCE PLAN engineer on call DRAWN BY: MW • CHECKED BY: MW SCALE: AS SHOWN SCALE: us°=l'-0" O 10262 SE Bristol Lane Happy Valley,Oregon • (971)352-2844 SHEET NO: RPi • markwpeglobal@gmail.com REFERENCE PLAN These Drawings&Specifications arc the Properly of Engineer Chi Call,and Shall not be • _ Copied,Reproduced.or Used without Written Prior Consent • • • • • • • • S • • • • • FASTENERS FOR 2 PLY BEAM: (2) 1 3/4 x 9 1/2"MICROLAM(LVL) • USE SIMPSON SDW SCREWS(2) (Fb=2.6 KSI,E=2,000 KSI) ROWS STAGGERED(EA SIDE) • PER DETAIL 2 • • • • • • • • • • (E)2x8 CJ BEYOND • • • � PROFES • '' .:�79633PEO1NE4 "1"'" • • • SECTION ‘.74.B. WEGP SCALE: 1"=1'-0° EXP 06/30/2020 •• Date Signed: 5/09/19 PROJECT: Engineered Residential Wall Removal JOB NO: BSR-020-19 a 13160 SW Laurmont Drive Tigard,OR 97223 DATE: 05/06/19 • engineer on call DRAWN BY: MW CHECKED BY: MW 10262 SE Bristol Lane SCALE AS SHOWN • Happy Valley,Oregon (971)352-2844 SHEET NO: 1 OF 4 • markwpeglobal@gmail.com SECTION These Draa mga&Specifications are the Property of Engineer On Call,and Shall not be • Copied,Repnidc.ed.ur Uscd without Wnticn Prior Consent 4 41 • • • • • • • • • • • • SEE DETAIL 1 OF 4 FOR ADDN'L INFO • • • 1 -4 4" • N 1 • \ O O O O • • Co • N O O O O • • • • (2) 1 3/4 x 9 1/2"MICROLAM(LVL) • (Fb=2.6 KSI,E=2,000 KSI) • FASTENER: USE SIMPSON • • STRONG-TIE SDWF SCREWS • EA SIDE(SDW22338)PER ICC-ES ESR-3046 • ) PROpz, • 79633PE • • 0'.ON 9,p41, B WV,6 • • EXP 06/30/2020 • Date Signed: 5/09/19 • PROJECT Engineered Residential Wall Removal JOB NO: BSR-020-19 • 13160 SW Laurmont Drive Tigard,OR 97223 DATE: 05/06/19 • DETAIL engineer on call DRAWN BY. MW • 1"=r-o"SCALE CHECKED BY: MW 10262 SE Bristol Lane SCALEAS SHOWN • Happy Valley,Oregon (971)352-2844 SHEET NO: 2 OF 4 markwpeglobal@gmail.com • t neg e,eoanoDETAIL Copied,Reproduced or Used without Written Prior Consent• • • • • • • • • )2x8 RAFTER • (N)CEILING GIRDER(2) • 1 3/4 x 9 1/2 MICROLAM(LVL) • • ~' _� 7 5/8"MAX • ,` H2.5A EA SIDE • ji it dt 1 11 '--- • • • (E)ROOF&WALL • FRAMING TO REMAIN 4x4 DF#1 POST W/A34 EA • SIDE,TOP&BOTTOM • • k t • 0 • • `" _ (E)2x BOTTOM WALL PL • 4 • • r=i! .•. 111 gI) GIN.6-9633PE • 0 N • ,,,..4 8,1,0%'\_&4 • 94k B. W B�� • EXP 06/30/2020 • Date Signed: 5/09/19 • PROJECT: Engineered Residential Wall Removal JOB NO:BSR-020-19 13160 SW Laurmont Drive Tigard,OR 97223 DATE: 05/06/19 • PARTIAL ELEVATION engineer on call DRAWN BY: MW • CHECKED BY: MW SCALE: 1/2 =i'-o" 10262 SE Bristol Lane • SCALE: AS SHOWN Happy Valley,Oregon (971)352-2844 SHEET NO: 3 OF 4 • markwpeglobal@gmail.com PARTIAL ELEVATION • These Drawings&Specifications are the Property of Engineer On Call,and Shall not be Copied,Reproduced,or Used without Written Prior Concent • • • • • • • • • (N)CEILING GIRDER(2) • 1 3/4 x 9 1/2 MICROLAM(LVL) • (E)2x CJ W/(N)LUS26 • H2.5A EA SIDE (TYP) • 1. • 11 111 I F it It • •_• ,'V rr —rr TT IL • • F- 2x STUD WALL TO BE • 1 II REMOVED(10'-0"+/-)--1,--64- ii II • II 4x4 DF#1 POST W/A34 EA SIDE,TOP&BOTTOM • 111111 �✓ 11 4 nv • A' Al A( n( Al • • • • 14x4 DF#1 POST W/A34 EA SIDF; • @ TOP&PB44 @ BOTTOM r,- I LL 11 LL _LL �,. • 5 LJ 5 • (E)2x BOTTOM WALL PL • CONC FTG W/(2)#4 EA WAY • --- - • L : I � °.. ..°. : . SI I • . D PROFEs 1'-3"SQ �. (�� , INEEbsb� • 4 ' 79633PE • M • 0 N • "ok 8zG� 4 B, WE • LEXP 06/30/2020 • Date Signed: 5/09/19 • PROJECT: Engineered Residential Wall Removal JOB NO: BSR-o20-19 • 13160 SW Laurmont Drive Tigard,OR 97223 DATE: 05/06/19 • PARTIAL ELEVATION engineer on call DRAWN BY MW • CHECKED BY. MW SCALE 1/2"=l'-0" O 10262 Bristol Lane SCALE AS SHOWN • Happy Valley,Oregon (971)352-2844 SHEET NO 4 OF 4 markwpeglobal@gmail.com • ne t re F. adons ere he crepe y otEn&neer on Ceq a 3sheu got be PARTIAL ELEVATION • Copied,Reproduced,or Used without Written Prior Consent 4111 • • • • • • ev sivieer at/ can • • Project: Sorg Residential Bearing Wall Removal Date: May 6, 2019 • Location: 13160 SW Laurmont Drive, Tigard, OR 97223 By:mw Ch: Sht: • • Reference Material • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • T-4-474?e/4,-1- U • • A Weyerhaeuser • #TJ-e000 I SPECIFIER'S GUIDE 1 - • • • BEAMS, HEADERS, • AND COLUMNS • • Featuring Trus Joist®TimberStrand® LSL, • Microllam® LVL, and Paraliam® PSL • • - — – • • Uniform and Predictable I„ • 0e0AA„, • Minimal Bowing,Twisting, and Shrinking • • Strong and Straight ..e- - • • Limited Product Warranty I --,,....* }' z • �x . • • ; ",��{+yam , "r" ~. `„‹,:;' .. dr ,r • art, -. • I ' • { d s • ,... ..ram a...e • • • t • •- - __ __-__ ___ • i ♦ 3 • • Al • • s • • • Why Choose Trus Joist®Beams, Columns,and Headers? • , • Reliable performance - • Consistent quality and dependable uniformity • a.,.. • Flexible solutions for your beam and header needs _.-____ ,-c. • te. } r 7 • Backed by a limited product warranty • � • kfrirr Usin advanced technology,Weyerhaeuser manufactures engineered lumber that • is consistently straight and strong,and resists bowing,twisting,and shrinking.That • means less waste,easier installation,and higher design values for starters;plus • fewer callbacks,shorter cycle times,more design flexibility,and lower overall installed � � cost in the end.Trus Joist®TimberStrand®LSL,Microllam®LVL,and Parallam®PSL - are structural solutions you can count on—guaranteed. • The products in this guide are readily available through our nationwide • network of distributors and dealers.For more information on other applications • or other Trus Joist®products,contact your Weyerhaeuser representative. • • TABLE OF CONTENTS This guide features Trus Joist®engineered lumber in the following • widths and depths: Design Properties 4-5 TlmberStrand®LSL 5 General Assumptions 5 Floor Load Tables 1.55E TlmberStrand®LSL sizes: • TimberStrande LSL 6-7 Widths: 11/4"and 31/2" . Microllam®LVL 8-9 Depths:91/2", 117/s",14",and 16" Parallams PSL 10-11 Snow Roof Load Tables 1.3E TimberStrand®LSL header sizes: . TimberStrande LSL 12-13 Width:31/2" • Microllam°LVL 14-15 Depths:43/4",51/z",and 71/4" Parallams PSL 16-17 1.3E TimberStrande LSL column and post sizes: • NonSnow Roof Load Tables TimberStrande LSL 18-19 31/2"x 31/2' 31/2"x 4%'4" 31/2"x 51/2" 31/2"x 71/4" 5 Microllam®LVL 20-21 Microllam®LVL Parallams PSL 22-23 • Beam Details 24 2.0E Microllam®LVL header and beam sizes: Window and Door Width:13A" Header Details 24-25 • Nailing on Narrow Face 25 Depths:51/2",71/4",91/4",91/2",111/4",117/°", 14",16", 18",and 20" • Allowable Holes 26 Bearing Length Requirements 26 Parallam®PSL • Tapered End Cuts 27 2.0E Parallam®PSL header and beam sizes: Multiple Member Widths:31/2",51/4",and 7" Connections 28-29 • Columns 30-31 Depths:91/4",91/2",111/4",11N",14",16",and 18" • Product Warranty 32 1.8E Parallam®PSL column and post sizes: 31/2" 31/2"x51/4" 31/2" 51/4"x51/4" 51/4"x7" 7"x7" • • For deeper depth Parallam°PSL beams,see the Trus/oisie 2.2E Parallam="PSL • Beep Beam guide,T/-7001,or contact your Weyerhaeuser representative. • SUSTAINABLE FORESTRY Some sizes may not be available in your region. INITIATIVE • Certified Sourcing • _ www.sflprogram.org sn-00008 • Trus Joist"Beam.Header and Column Specifier's Guide TJ-9000 I October 2017 II 2 • • 0 . . • STRUCTURAL SOLUTIONS . • Trus Joist®TlmberStrand® Laminated Strand Lumber(LSL) • • One-piece members reduce labor time ,' ' C • • Every piece is straight and strongi. . - _ x s«x • Unique properties allow you to drill larger holes through w : r`-°+�.zt • 1.55E TimberStrands LSL See Allowable Holes on page 26. gip► 1 �- """ i art . • TlmberStrand®LSL Grade Verification 7 TimberStrande LSL is available in more than one grade.The product is • stamped with its grade information,as shown in the examples below.With 1.55E TimberStrandm LSL,larger holes can be drilled through the beam. , • 1-4.,„7".47-TimberStrand®LSL 1.3E ICCES ESR-1387 OSFI Certified Sourcing 4`- Made in Canada • CCMC 12627-R SH-00008 ■0572• 09-15-11 02 03:20 l ' ROUND HOLE ZONE ICCES ESR-1387 Cert fled Sourcing Made in Canada /�wJ� TimberStrand®LSL 1.55E NO holes within 8•of beam ends CCMC 12627-R @$SFI SR-00008 ■0572■ 09-15-11 02 03:20 . Actual stamps shown. • Code Evaluations:See ICC ES ESR-1387 • I • Trus Joist®Microllam® • Laminated Veneer Lumber(LVL) 9 • • Can easily be built up on site to reduce heavy lifting • Offers reliable and economical solutions for beam and header applications • • • Manufacturing process minimizes many of the natural inconsistencies • found in wood °, • Available in same regions with a WatershedTM'overlay for on site ' l • weather protection , 1t) ls- s • Code Evaluations:See ICC ES ESR-1387 `° • • • ✓ • Trus Joist®Parallam® is Parallel Strand Lumber(PSL) • • Allows long spans for open floor plans without intermediate posts or columns • • Has warm,unique grain that is perfect for applications with exposed beams • Provides ideal solutions for cantilever and multi span applications �. • • Solid sections save time on site assembly • • Available in some regions with preservative treatment for exterior applications Code Evaluations:See ICC ES ESR-1387 ' • . • . . • Trus Joiste Beam,Header and Column Specifier's Guide TJ-9000 1 October 2017 3 . . . 0 0 0 • DESIGN PROPERTIES • Allowable Design Properties(')(100%Load Duration) I Depth • Grade Width Design Property43/e" 51/2" 1 Plank 7�/r" 91/4" 91/2' 111/4" 11r/s" 14' 16" 18" 20" • !Orientation • ! Moment(ft-lbs) 1,735 2,685 1.780 4,550 i Shear(lbs) 4,340 5.455 1,925 7,190 • 1.3E 31/2" Moment of Inertia(in!) 24 49 20 111 Weight(plf) 4.5 5.6 5.6 7.4 • Moment(ft-lbs) 5,210 7,975 10,920 14,090 PA' Shear(Dm) 3.435 4,295 5,065 5,785 • Moment of Inertia(in 4) 125 244 400 597 • 1.55E Weight(plf) 5.2 6.5 7.7 8.8 Moment(ft-lbs) 10,420 15,955 21,840 28,180 Shear(His) 6,870 8,590 10,125 11,575 • ; 31/2" Moment of Inertia(in.4) 250 488 800 1,195 _ f Weight(plf) 10.4 13 15.3 17.5 O _ .u.x„, Mt rollamo VI, Moment(ft-lbs) 2.125 3,555 5.600 5,885 8,070 8,925 12,130 15,555 19,375 23,580 • 2.0E 13/4" Shear(lbs) 1,830 2,410 3,075 3,160 3,740 3,950 4,655 5,320 5,985 6,650 Moment of Inertia(in.4) 24 56 115 125 208 244 400 597 851 1,167 • Weight(pit) 2.8 3.1 4,7 4.8 5.7 6.1 7.1 8.2 9.2 10.2 w.% Parallame'PSI .. , O Moment(ft-lbs) 12,415 13,055 17,970 19,900 27;160 34,955 43,665 31/2 Shear(lbs) 6,260 6,430 7,615 8,035 9,475 10,825 12,180 • Moment of Inertia(in.4) 231 250 415 488 800 1,195 1,701 Weight(plf) 10.1 10.4 12.3 13.0 15.3 17.5 19.7 0 ; Moment(ft-lbs) 18.625 19,585 26,955 29,855 40,740 52,430 65,495 2.0E 51/4" 9,390 9,390 9,645 11,420 12,055 14,210 16,240 18,270 • Moment of Inertia(in.4) 346 375 623 733 1,201 1,792 2,552 Weight(pit) 15.2 15.6 18.5 19.5 23.0 26.3 29.5 O Moment(ft-lbs) 24,830 26,115 35,940 39,805 54.325 69,905 87,325 7" Shear(lbs) 12,520 12,855 15,225 16,070 18,945 21,655 24,360 • . Moment of Inertia(in.4) 462 500 831 977 1,601 2,389 3,402 Weight(pit) 20.2 20.8 24.6 26.0 30.6 35.0 39.4 • (I)For product in beam orientation,unless otherwise noted. • • • Some sizes may not be available in your region. • • • I . -- - II • aa Protect product from sun and water I • 10 '. . CAUTION: • -Afer" e Wrap is slippery when wet or icy • Align stickers(1x3 or larger) directly over support blocks • `c.� • , „.E,.- Use support blocks(6x5 or larger) at lo'on-center a keep trundles �i out of mud and water • .? " • • Trus Joiste Beam,Header and Column Specifier's Guide TJ-9000 I October 2017 • 4 • • • • • • • DESIGN PROPERTIES • Design Stresses(1) (t00%Load Duration) • G E Em,, F I Ft Fc. Fa F, SG Shear Adjusted ° Compression Compression j Horizontal MModulusodulus Fls Iexural Tension Equivalent Grade Orientation of Elasticity of Elasticity of Eastictity'�1 St(r i)3, Stress(4) Perpendicular Grain(s) Po 6rlain Sheartohrainllel, Grevityl si • I (psi) (psi) 1 (psi) i (psi) 1 (Psi) Beam/Column 81,250 1.3 x 106 660.7.50 1.700 1.075 710 1,835 425 0.50''' - • 1.3E I 1 Plank 81,250 1.3 x 106 660.750 1.900m 1,075 635`- 1.835 150 0.50'- 1.55E I Beam 96.875 1.55 x 106 787,815 2.325 1.070" 900 2.170 310m 050'7- • 1,i is olfamw L'm k. ^' ' 2.0E ! Beam 125.000 2.0 x 106 1,016,535 2,600 1.555 750 2,510 285 0.50 • '. Paralla t J 1.8E Column 112,500 1.8 x 106 914,880 2,400(11: 1,755 545)01 2,500 1901111 0.50 • 2.0E Beam 125,000 2.0 x 106 1,016,535 2,900 2,025 625112) 2,900(i3) 290 0.50 (1) Unless otherwise noted,adjustment to the design stresses for duration of load are permitted (6) For lateral connection design only. • n accordance with the applicable code. (7) Specific gravity of 0.58 may be used for bolts installed perpendicular to face and loaded (2) Reference modulus of elasticity for beam and column stability calculations.per NOS®. perpendicular to grain. • (3) For 12°depth.For other depths,multiply F°by the appropriate factor as follows: (8) Values are for thickness up to 31'. z]7o.os2 —For'limberStrand®LSL,multiply by[ta 1 (9) For members less than lT;°thick and in plank orientation,use F,1 of 670 psi. 12 0.136 (10) Value accounts for large hole capabilities.See Allowable Holes on page 26. • For Microllam®LVL,multiply by a (11) Value shown is for plank orientation. 411 _ 120.111 For Parallam®PSL multiply by a (12) Use 750 psi for Parallam®PSL identified with plant number 0579. (4) F,has been adjusted to reflect the volume effects for most standard applications. (13) For column applications,use Fn,of 500 psi.Alternatively,refer to ESR-1387,Table 1, • (5) F, may not be increased for duration of load. footnote 15. • • General Assumptions for Trus Joist® Beams Beam Orientation • . Lateral support is required at bearing and along the span at 24"on-center, maximum. • • Bearing lengths are based on each product's bearing stress for applicable grade and � "' • orientation. f$(47, y4 • All members 714"and less in depth are restricted to a maximum deflection of°/ie" k��t�1 le • Beams that are lea"x 16"and deeper require multiple plies.Some exceptions • allowed when using Weyerhaeuser software. • No camber. • • Beams and columns must remain straight to within 51-3/46o8(in.)of true alignment. Column Orientation • L is the unrestrained length of the member in feet. For applications not covered in this brochure,contact your Weyerhaeuser representative. i it • See pages 28 and 29 for multiple-member beam connections. i` I, • \!!r • q , • limborStrande LS!,Microllame LVL,and untreated Parallam©PSL are intended • for dry-use applications Plank Orientation • • 42/10 • _r • • • • • Trus Joists Beam,Header and Column Specifier's Guide TJ-9000 i October 2017 • 5 • •• • • • • MULTIPLE-MEMBER CONNECTIONS FOR SIDE-LOADED BEAMS • ®Uniform Load—Maximum Uniform Load Applied to Either Outside Member (PLF) • Fastener Pattern • Assembly A Assembly B Assembly C Assembly D Assembly E t Assembly F • 2 2' MIMI 2' . Fastener T � T", T Fastener Type Number of On-Center Rows• Spacing ,® .—. ,—�—, 1." �,1 2" 2"‘ ®®' 2" • 17-1 1-- --1 " --a I----•i ---i i----i E-- r ----•i --a 13/4" 135" 13r5"31 PA" 31/2"1W31/2" 13A. • 3W"wide,2-ply 5W wide,3-ply 5W wide,2-ply 1"wide,3-ply 7"wide,2-ply 7"wide,4-ply • tOd(0.128"x 3") 2 12" 370 280 280 245 Nail" 3 12" 555 415 415 370 • 1/2"A307 24" 505 380 520 465 860 340 Through Boltsisiiai 2 19.2" 635 475 655 580 1,075 425 • 16" 760 570 785 695 1,290 505 24" 680 510 510 455 • SOS x 3W(3) 2 19.2" 850 640 640 565 16" 1,020 765 765 680 • 24" 455 465 455 SOS y"x 6"0) 2 19.2" 565 580 565 • 16" 680 695 680 24" 480 360 360 320 4110 USP WS35i°) 2 19.2" 600 450 450 400 • 16" 715 540 540 480 24" 350 525 350 • USP WS6l3l 2 19.2" 440 660 440 16" 525 790 525 • 33/a" 24" 535 400 400 355 TrussLOK®iai 2 19.2" 670 500 500 445 . 16" 800 600 600 535 24" 435 435 385 • 5" 2 19.2" 545 545 485 TrussLO1(613) 16" 655 655 580 410 63„ 24" 385 580 385 TrussLOK®(3) 2 19.2" 485 725 485 • 16" 580 870 580 ID 3W 24" 800 600 600 535 SOW220) 2 19.2" 1,000 750 750 665 16" 1,200 900 900 800 410 5„ 24" 450 450 535 2 19.2" 565 565 665 • SDW2213) 16" 675 675 800 • 24" 400 800 400 6W SDW2201 2 19.2" 500 1,000 500 • 16" 600 1,200 600 (1)Nailed connection values may be doubled for 6"on-center or tripled for 4"on-center nail spacing. • (2)Washers required.Balt holes to be Ms"maximum. (3)24"on-center bolted and screwed connection values may be doubled for 12"on-center spacing. • Uniform Load Design Example • 300 PLF 415 PLF General Notes 4%:• ■ Connections are based on NDS®2005 or manufacturers test or code re orts.■ Use specific gravity of0.5 when designing lateral connections. p■ Values listed are for 100%stress level.Increase 15%for snow-loaded roof • conditions or 25%for non-snow roof conditions,where code allows. ■ Bold Italic cells indicate Fastener Pattern must be installed on both sides.Stagger • fasteners on the second side so they fall halfway between fasteners on the first side. First,check the allowable load tables on pages 16-33 to verify that three pieces • • Verify adequacy of beam in allowable load tables on pages 16-33. can carry the total load of 715 plf with proper live load deflection criteria. • 7"wide beams should be side-loaded only when loads are applied to both sides of Maximum load applied to either outside member is 415 plf.For a 3-ply,13/4" • the members(to minimize rotation). assembly,two rows of lOd(0.128"x 3")nails at 12"on-center is good for only ■ Minimum end distance for bolts and screws is 6". 280 plf.Therefore,use three rows of 10d(0.128"x 3")nails at 12"on-center • • Beams wider than 7"require special consideration by the design professional (good for 415 plf). of record. Alternative:Two rows of 1/2"bolts or 3/4"x 31/2"SDS screws at 19.2"on center. • • Trus Joiste Beam,Header and Column Specifier's Guide TJ-9000 I November 2012 38 •• • • • • • • • t International Beams Inc. • INTERNATIONAL Sales and Marketing Office BEAMS 1343 Main Street, Suite 602 • Sarasota, FL 34236 Phone: (941)552-9914 • Technical Bulletin (TB-LVL-2) • • Subject: Multi-ply IB LVL Fastening • July 2013 • This technical bulletin is intended for use with International Beams Inc.products and offers general guidelines for topics that may not be covered in our literature. Appropriateness of details for a specific project should be evaluated by a qualified designer. This • technical bulletin may be periodically updated. Check internationalbeams.com to ensure that you have the most recent version. • International Beams LVL (laminated veneer lumber) typically comes in 1 3/4" thicknesses • • (although 3 1/2" thickness is also available). Each 1 3/4" LVL is referred to as a ply. Thus, • two 1 3/4" LVL's is considered a two-ply assembly. When greater than 1 3/4" thickness is • required for strength, it is necessary to fasten the multiple LVL plies together to act as a single unit. Up to four LVL plies can be fastened together. Several combinations of • nailed and bolted fastening assemblies are indicated in our IB LVL Design Manual. • There are many other possible configurations and fasteners. Not all fasteners have • suitable length and properties for multi-ply fasteners, so alternate fasteners should be engineered by a design professional experienced in wood construction. • • Some proprietary screws have been designed specifically for LVL multi-ply fastening. • • TrussLok screws, manufactured by FastenMaster, and SDW screws, manufactured by • Simpson Strong-Tie, are two such fasteners. The advantage over bolted fastening is • that these screws are self-driving (no pre-drilling required) and can be installed from • only one face of a multi-ply LVL. The screws also help draw the LVL plies together. For • this reason, they are sometimes preferred even in assemblies where nailed fastening is • permitted. • • The following tables, with notes and illustrations, can be used as design aids for • fastening IB LVL's. The tables are for side-applied loads, but as indicated in footnote 1, • if the LVL is top-loaded and the load is shared equally by all LVL plies, the minimum • specified fastening schedule may be used. An example of such a top-loaded condition • • is I-joists continuous over an interior multi-ply LVL beam. • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • ! (page. .if 5 (TB-LVL-2) MULTI-PLY IB LVL FASTENING TRUSSLOK SCREW MULTI-PLY IB LVL FASTENING (U.S.ASD) . "" ALLOWABLE SIDE-LOADED UNIFORM LOAD (PLF) INTERNATIONAL BEAMS IB 2.0E-3100Fb LVL SG=0.50 Fastened with TrussLok screws(installed from one face only) JULY 2013 (1.75"thick each ply) Rows 2 3 4 2 3 4 2 3 4 TrussLok Spacing 24 24 24 16 16 16 12 12 12 Screw Size load side point head point head point head point head point head point head point head point head point head side side side side side side side side side side side side side side side side side side EWS338-F3.3 2 -PLY 516 586 774 879 1032 1172 774 879 1161 1319 1548 1758 1032 1172 1548 1758 2064 2344 EWS005-F5.0 3 -PLY 387 440 581 659 774 879 581 659 871 989 1161 1319 774 879 1161 1319 1548 1758 EWS670-F6.7 4 -PLY 344 391 516 586 688 781 516 586 774 879 1032 1172 688 781 1032 1172 1376 1563 Notes: 1) Table is for LVL ply-to-ply attachment to act as a single unit with side-applied uniformly distributed loads. For top-loaded conditions,or when loaded equally on both sides,it is permitted to use minimum two rows of fasteners at maximum 24 inches o.c.spacing(see also note 7). 2) Table values indicate maximum capacity in pounds per linear foot(plf)for floor loading(C p= 1.0). For roof loading,multiply table value by 1.15. 3) Observe the following fastener location requirements(also illustrated below): e=1 1/2": edge distance;hold at outer rows d=4": minimum end distance(along the grain) ; 17Al( ' ' : 11111`t(il.. b=3": minimum vertical spacing(across the grain) . .,, „w,,EU ^__ .�, ti s: horizontal spacing of rows indicated in the table(inches) TRUSSLOK SCREW 4) TrussLok screws,manufactured by Fastenmaster: 0.228"nominal diameter,0.215"root diameter,F yb=202,200 psi. (reference: ICC-ES ESR-1078,reissued February 1,2007) 5)Side framing must be properly fastened to LVL per hanger manufacturer's requirements. 6)Verify adequacy of beam prior to using this table. 7) Use minimum two rows of fasteners for 7 1/4"to 11 7/8"LVL beam depths and minimum three rows of fasteners for 14"to 24"depths. For less than 7 1/4" LVL beam deoth.contact International Beams. 11.,r / d . Xt" 1"� r d /1..)1„`1", d • . • • • I • • \ • w • I s' \ • • • a _ -• ' • •- s. b - a b • N • w • w • • • • i I , Spacing q s ac�D Spacing r p g I Spacing , / P 9 Spacing p g , Spacing Two Rows Three Rows Four Rows (7 1/4"to 11 7/8”depth) (14"to 24"depth) (14"to 24"depth) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • (page 0 of 5) (TB-LVL-2) MULTI-PLY IB LVL FASTENING .. Weft BOLTED MULTI-PLY IB LVL FASTENING (U.S.ASD) INTERNATIONAL BEAMS ALLOWABLE SIDE-LOADED UNIFORM LOAD (PLF) JULY 2013 IB 2.0E-3100Fb LVL SG=0.50 Fastened with 1/2"diameter thru-bolts (1.75"thick each ply) Rows 2 3 4 2 3 4 2 3 4 Applied loading I Spacing 24 24 24 16 16 16 12 12 12 2 -PLY 500 750 1000 750 1125 1500 1000 1500 2000 One side only 3 -PLY 375 563 750 563 844 1125 750 1125 1500 One side only 4 -PLY 333 500 667 500 750 1000 667 1000 1333 One side only Notes: 1)Table is for LVL ply-to-ply attachment to act as a single unit with side-applied uniformly distributed loads. For top-loaded conditions,or when loaded equally on both sides,it is permitted to use minimum two rows of bolt at maximum 24 inches o.c.spacing(see also note 7). 2)Table values indicate maximum capacity in pounds per linear foot(plf)for floor loading(CD=1.0). For roof loading,multiply table value by 1.15. 3) Observe the following bolt location requirements(also illustrated below): e=2": edge distance;hold at outer rows d=4": minimum end distance(along the grain) b=3": minimum vertical spacing(across the grain) s: horizontal spacing of rows indicated in the table(inches) 4) 1/2"diameter thru-bolts,ASTM-A307/SAE Grade 2(Fyb=45,000 psi),with washers and nuts 5)Side framing must be properly fastened to LVL per hanger manufacturer's requirements. 6)Verify adequacy of beam prior to using this table. 7) Use minimum two rows of bolts for 7 1/4"to 11 7/8"LVL beam depths and minimum three rows of bolts for 14"to 24"depths. For less than 7 1/4" LVL beam depth,contact International Beams. d d d (4" in.) (4"min.) (4"min.) ' s=spacing, s IIs=spacing! s s=spacing s '� (inches) (inches) 11 X / X (inches) — 1 I I _� I e=2 - - — i e=21.--,t-___-i-- —#-— 8 — — • - —t — —4-- I I _ 1 b I I I b(3�min.)i I —jI— +— 1 \b(3"min.) (3"min.) j • _ I I. I b(3"min.)j • _fi v1, T s= �„ �J`- — / i e=2„ -+_,./.1. 4,_ e=2, —+ --I— -/- aI> s s/2 ' s/2 I sf2 I s/2 (offsat cent row) offset a ern a rows) �1- Two Rows 12 'I I I' I (7 1/4"to.11 7/8"depth) Four Rows Three Rows (14"to 24"depth) (14''to 24"depth) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • (page . of 5) SMINWPAI (TB-LVL-2) MULTI-PLY IB LVL FASTENING .. SIMPSON SDW SCREW MULTI-PLY IB LVL FASTENING(U.S.ASD) -°-•• ALLOWABLE SIDE-LOADED UNIFORM LOAD (PLF) INTERNATIONAL BEAMS IB 2.0E-3100Fb LVL SG=0.50 Fastened with Simpson SDW screws(installed from one face only) JULY 2013 (1.75"thick each ply) (1.75"thick each ply) Rows 2 3 4 2 3 4 2 3 4 Simpson SDW Screw Size/Head Spacing 24 24 24 16 16 16 12 12 12 Marking loaded point head point head point head point head point head point head point head point head point head side side side side side side side side side side side side side side side side side side side SDW22338/3.37 2 -PLY 600 800 900 1200 1200 1600 900 1200 1350 1800 1800 2400 1200 1600 1800 2400 2400 3200 SDW22500/5.00 3 -PLY 450 600 675 900 900 1200 675 900 1013 1350 1350 1800 900 1200 1350 1800 1800 2400 SDW22634/6.75 4 -PLY 400 533 600 800 800 1067 600 800 900 1200 1200 1600 800 1067 1200 1600 1600 2133 1) Table is for LVL ply-to-ply attachment to act as a single unit with side-applied uniformly distributed loads. For top-loaded conditions,or when loaded equally on both sides,it is permitted to use minimum two rows of fasteners at maximum 24 inches o.c.spacing(see also note 7). 2)Table values indicate maximum capacity in pounds per linear foot(plf)for floor loading(C p=1.0). For roof loading,multiply table value by 1.15. 3) Observe the following fastener location requirements(also illustrated below): e=1 1/2": edge distance;hold at outer rows _' y :, ,. d=6": minimum end distance(along the grain) 015°' 750 (. = - s€ t• o.a5 A b=3": minimum vertical spacing(across the grain) 02 T, s: horizontal spacing of rows indicated in the table(inches) SOW SCREW 4) SDW screws,manufactured by Simpson Strong-Tie Inc.: 0.217"unthreaded shank diameter,0.192"minor root diameter,and 0.305"major thread diameter. Fyb=180,000 psi(reference: IAPMO-ES ER-0192,issued August 2010,and flier F-SDW1O-R,expires 1/13) 5)Side framing must be properly fastened to LVL per hanger manufacturer's requirements. 6)Verify adequacy of beam prior to using this table. 7) Use minimum two rows of fasteners for 7 1/4"to 11 7/8"LVL beam depths and minimum three rows of fasteners for 14"to 24"depths. For less than 7 1/4" LVL beam depth,contact International Beams. { • ,,, a • a '1 a a . ? • s • b I r' ti • . • • .a _ -.."• • • ' b - • • • 4: b 11 1 } spading cin n y Spacing k Spacing r r 1 j t spacing Spacing g �, Spacing Two Rows Three Rows Four Rows (7 1/4"to 11 7/8"depth) (14"to 24"depth) (14"to 24"depth) • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • (page 0 of 5) (TB-LVL-2) MULTI-PLY IB LVL FASTENING INTERNATIONAL BEAMS JULY 2013 Illustration for Use of Multi-ply IB LVL Fastener Tables screws installed from right side point head side side Limiting load combination: 40 psf snow 20 psf roof dead load N 3-ply 16" IB LVL has been designed. Check for multi-ply fastening requirements. span 1 = 16' (horizontal projected length) span = (horizontal projected length) step 1) Size the IB LVL beam step 2) Determine the minimum number of fastener rows. Per note 7 of the IB fastening tables,the minimum number of rows for 16"depth is three. step 3) Calculate the loads to be used for multi-ply fastening. PLF due to span 1 is: (16'x 60 psf)/2=480 plf PLF due to span 2 is: (24'x 60 psf)/2=720 plf step 4) Use the IB fastening tables to determine the critical fastening condition. Note that screw capacities are slightly lower if the load is applied on the screw point side instead of the screw head side. If you have no control over which face the screws will be installed from,you should use the lower capacities for load applied to the point side. Try three rows at 24"c.c.spacing. Since the critical load combination includes snow,it is permitted to multiply the table value by 1.15. TrussLok screws: point side,(581 x 1.15)=668 plf>480 plf,so O.K.; head side,(659 x 1.15)=758 plf>720 plf,so O.K. Note: if span 2 is loaded on the point side of the TrussLok screws,then 668 plf<720 plf,so there would not be enough screws and you would need to reduce screw spacing to three rows at 16"c.c.(871 x 1.15)=1002 plf>720 plf,so O.K. 112"diameter thru-bolts: (does not[natter which side the head or washer and nut is located) Design for the largest side-load of 720 plf, (563 x 1.15)=647 plf,so there would not be enough bolts and you would need to reduce bolt spacing to three rows at 16"o.c. (844 x 1.15)=971 plf>720 plf,so O.K. Simpson SDW screws: point side,(675 x 1.15)=776 plf>both 480 plf and 720 plf,so three rows at 24"o.c.is permitted regardless of which side the SDW screws are intalled from. • • • • • ICC • ES EVALUATION Most Widely Accepted and Trusted • SERVICE rw,ar, wro (� Innovation • •,RESEAR�"LABS ESR-3046 • ICC-ES Evaluation Report Reissued 08/2.018 • ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Revise /201 This report is subject to renewall 088 8/2019.. • • F�/1111""""•. • DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES • SECTION: 06 05 23—WOOD, PLASTIC,AND COMPOSITE FASTENINGS • • • • • REPORT HOLDER: • • SIMPSON STRONG-TIE COMPANY INC. • • • • • EVALUATION SUBJECT: • SIMPSON STRONG-TIE® STRONG-DRIVE SD AND SDWF SCREWS • • • • •• ICC ICCigsICC icEsTh • PMG LISTED • • "2014 Recipient of Prestigious Western States Seismic Policy Council ®aj • WSSPC Award in Excellence" A Subsidiary of iNTERNSTIONAL CODE CODNCi • ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically • addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. ANSI • There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this Ammo ZatEn c obs • report, or to any product covered by the report. P fi,81 • Copyright© 2018 ICC Evaluation Service, LLC. All rights reserved. • • • • • ICC • ES EVALUATION SERVICE [_ VICE , Most Widely Accepted and Trusted • y • ICC-ES Evaluation Report ESR-3046 • Reissued August 2018 Revised November 2018 • This report is subject to renewal August 2019. • www.icc-es.org I (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® 0 • DIVISION:06 00 00—WOOD, PLASTICS AND wood (subject to the limitations of Sections 4.2.1, 5_2 COMPOSITES and Table 6), and are alternates to hot-dip zinc galvanized • Section:06 05 23—Wood,Plastic,and Composite fasteners with a coating weight in compliance with ASTM • Fastenings A153, Class D. The screws have been evaluated for use with wood chemically treated with waterborne alkaline • REPORT HOLDER: copper quaternary,Type D(ACQ-D). • SIMPSON STRONG-TIE COMPANY INC. 3.0 DESCRIPTION 3.1 General: • EVALUATION SUBJECT: 3.1.1 SD Screws: The SD screws are manufactured • SIMPSON STRONG-TIE®STRONG-DRIVE SD AND using a standard cold-forming process, and are SDWF SCREWS heat-treated. The screws have rolled threads, spaced 8.5 • threads per inch (0.335 thread per millimeter) for the SD9 1.0 EVALUATION SCOPE screws and 10 threads per inch (0.393 thread per • millimeter) for the SD10 screws. They have a plain Compliance with the following codes: (unslotted) 1/4-inch (6.35 mm) hex washer head, and a • ■ 2018, 2015, 2012,2009 and 2006 International Building sharp point with serrated threads. The length of the • Code®(IBC) threaded portion of the shank is approximately 1 inch (25.4 mm).Table_1 provides a description of the SD ■ 2018, 2015, 2012, 2009 and 2006 International screws, and specifies the screws' dimensions, nominal • Residential Code®(IRC) bending yield strength and allowable tensile and shear • For evaluation for compliance with codes adopted by the loads. • Los Angeles Department of Building and Safety (LADBS), 3.1.2 SDWF Screws: The SDWF screws are see ESR-3046 LABC and LARC Supplement. manufactured using a standard cold-forming process, and • Properties evaluated: are heat-treated. The screws have rolled /8"-24 threads near the head, and 5/16"-12 threads near the point. The • ■ Structural length of threads near the point is approximately 5 inches • Corrosion resistance (127 mm). The screws have a plain (unslotted) 5/16-inch • (7.94 mm) hex washer head and Type 17 point. Table 1 2.0 USES provides a description of the SDWF screws, and specifies • The Simpson Strong-Tie® Strong-Drive SD screws the screws'dimensions,and allowable tensile loads. • described in this report are dowel-type threaded and 3.2 Materials: self-tapping fasteners used for steel-to-wood and wood-to • wood connections that are designed in accordance with 3.2.1 SD Screws: The SD screws are manufactured the IBC and IRC. These structural wood fasteners deviate from ASTM A510, Grade 10818, steel wire. The screws • from ANSI B18.2.1 and B18.6.1 standards. are mechanically galvanized per ASTM B695, Type II, The Simpson Strong Tie® Strong Drive SDWF screws Class 55, except for the SD10112DBB screw which has a • described in this report are dowel-type threaded and proprietary corrosion-resistant coating. • self-tapping fasteners used with the Simpson Take-Up 3.2.2 SDWF Screws: The SDWF screws are Washer (TUW) for (wood-to-wood) floor-to-floor manufactured from ASTM A510, Grade 10821, steel wire. • connections within conventional wood platform The screws are coated with a proprietary black electrocoat construction, as depicted in the SDWF installation diagram base coat. • shown in Figure 1. These structural fasteners deviate from 3.2.3 Wood Members: Wood main members may be ANSI B18.2.1 and B18.6.1 standards. either solid sawn lumber, or engineered wood (e.g. LVL, • The Simpson Strong Tie Strong Drive SD and SDWF PSL, LSL).Wood side members must be either solid-sawn • screws may be used where fasteners are required to lumber or wood structural panel (OSB or plywood). exhibit corrosion resistance when exposed to adverse Engineered wood must have a minimum E value of 0.8E • environmental conditions and/or in chemically treated for lateral loading and 1.55E for withdrawal loading. The 0 • ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed c C.—, as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as • to any finding or other matter in this report,or as to any product covered by the report. ° m. • Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 1 of 7 0 0 0 O ESR-3046 I Most Widely Accepted and Trusted Page 2 of 7 O engineered wood must be recognized in an ICC-ES parallel to grain are shown in Table 2. Reference lateral(Z) 5 evaluation report and must have a minimum equivalent design values for SD screws for single shear wood to specific gravity of 0.50. For the purposes of fastener wood connections loaded perpendicular and parallel to • design, wood members must have a minimum assigned grain are shown in Table 3. Minimum connection specific gravity as indicated in Tables 2, 3 and 4.Assigned geometries must comply with Table 5. • specific gravity for solid-sawn lumber and wood Since the SDWF screws are intended only for use in • structural panels must be determined in accordance with Tables 12.3.3A and 12.3.3B, respectively, of the direct axial withdrawal/tension, reference lateral design values for the SDWF screws are outside the scope of this ANSI/AWC National Design Specification (NDS)for Wood report. Construction (Tables 11.3.3A and 11.3.3B of NDS-12 • for the 2012 IBC, Tables 11.3.2A and 11.3.2B of NDS-05 4.1.3 Reference Withdrawal Design Values and for the 2009 and 2006 IBC). For engineered wood, the Pull-through Design Values: Design values for SD • moisture content at the time of screw installation and in screws that are loaded in tension must be limited by the service must be in accordance with the applicable ICC ES lesser of the allowable withdrawal load and the allowable • evaluation report on the engineered wood product. For pull-through load. Reference withdrawal (IN) design values connections with SD screws, the thickness of the wood for SD screws are shown in Table 4, and are given in • main member, t,,, must be equal to or greater than the pounds per inch of thread penetration into the main screw length less the thickness of the side member. member. Thread lengths for the SD screws are shown • 3.2.4 Steel Members: For connections using the SD in Table 1. Reference head pull-through values for the SD • screws, steel side members must have a minimum screws must be determined in accordance with Section tensile strength, F,,, equal to 45 ksi (310.1 MPa), and 12.2.5 of the 2018 NDS. • design thickness (base-metal thickness exclusive of Connections utilizing SDWF screws have allowable • any coatings) ranging from 0.0352 inch to 0.1026 inch tension design values that are limited by the lesser of: (a) (0.894 mm to 2.606 mm), i.e., No.20 gage to No. 12 gage. the reference withdrawal design value given in Table 4, • The hole in the steel side member for the SD screw must multiplied by the length of thread penetration within the be predrilled or prepunched, and must have a standard wall top plate and adjusted by all applicable adjustment • round hole no greater than 0.156 inch (3.962 mm) in factors; (b) the allowable load for the TUW, as given in diameter for the SD9 screws, and no greater than 0.171 ESR-2320, and (c) the allowable screw tension strength • inch (4.343 mm) in diameter for the SD10 screws. Hole given in Table 1. sizes may deviate from these limitations when the 4.2 Installation: • screws are recognized in a current evaluation report for use with a specific steel member with larger holes. 4.2.1 General: SD wood screws are installed with a • The SDWF screws are limited to use with the 1/4-inch(6.35 mm)hex head driver, and SDWF screws are • Simpson Take-Up Washer (TUW), as described in installed with a 5/16-inch (7.94 mm) hex head driver. ESR 2320. Installation may be performed without predrilling wood • members. Edge distances, end distances and spacing of 4.0 DESIGN AND INSTALLATION the screws must be sufficient to prevent splitting of the , 4110 4.1 Design: wood,or as required by Table 5 of this report,whichever is more restrictive. When use is in engineered wood • 4.1.1 General: Reference lateral and withdrawal design products, the minimum fastener end and edge distances • values in the report are for allowable stress design, and and spacing must be in accordance with Table 5 of this must be multiplied by all applicable adjustment factors report or in accordance with the recommendations of the • specified in the NDS as applicable to wood screws, engineered wood product manufacturer,whichever is more including the wet service factor, CM, where applicable, to restrictive. • determine adjusted design values. Design of connections The SD and SDWF screws have corrosion resistant using steel side plates must comply with Section 11.2.3 of coatings that are recognized for use in wood treated with • the NUS (Section 10.2.3 of NDS-12 and NDS-05 for the waterborne alkaline copper quaternary, Type D (ACQ-D), 2012, 2009 and 2006 IBC). When designing a connection, s • the structural members must be checked for load-carrying to a maximum retention level of 0.40 pcf(6.4 kg/m 3), or in capacity in accordance with Section 11.1.2 of the NDS other treated wood products that have been demonstrated • (Section 10.1.2 of NDS-12 and NDS-05 for the 2012, 2009 to have lower levels of corrosivity. These fasteners must and 2006 IBC), and local stresses within multiple-fastener be limited to use in the applications and limitations defined • connections must be checked against Appendix E of the in Table 6. • NDS to ensure the capacity of the connection and fastener 4.2.2 SD Wood Screws:When installing SD screws, the group. Connections containing multiple screws must also bottom of the screw head must be flush to the surface of • be designed in accordance with Sections 11.2.2 and 12.6 the member being connected. The screws must not be of the NDS (Sections 10.2.2 and 11.6 of the NDS-12 and overdriven. SD screws must be installed such that the • NDS-05 for the 2012, 2009 and 2006 IBC). Where the SD threaded portion of the shank is fully embedded within the screws are subjected to combined lateral and withdrawal main member. • loads, connections shall be designed in accordance with 4.2.3 SDWF Screws: The SDWF screw must be installed Section 12.4.1 of the NDS (Section 11.4.1 of NDS-12 and through the hole in the center of the TUW, normal to the • NDS 05 for the 2012, 2009 and 2006 IBC). The SDWF plane of the TUW, through the sole plate and floor cavity, • screws must be limited to applications in which they will be and into the top plate of the floor below, until the head of loaded in direct axial withdrawal/tension only (within a the SDWF screw pulls the TUW side tabs downward, • tolerance of±2 degrees). Structural members forming the thereby engaging the shank of the screw.The screws must connection must be designed in accordance with the code. not be overdriven. The go/no-go gage, supplied with the • 4.1.2 Reference Lateral Design Values: Reference TUW, must be used in accordance with the manufacturer's • lateral (Z) design values for SD screws for single shear installation instructions to ensure proper installation. steel-to-wood connections loaded perpendicular and See Figure 1 for a typical installation detail of the SDWF. S S • • • ESR-3046 I Most Widely Accepted and Trusted Page 3 of 7 • 5.0 CONDITIONS OF USE 6.2 Data in accordance with the ICC-ES Acceptance • The Simpson Strong-Drive SD and SDWF screws Criteria for Corrosion-resistant Fasteners and described in this report comply with, or are suitable Evaluation of Corrosion Effects of Wood Treatments • alternatives to what is specified in, those codes listed in (AC257), dated October 2009 (editorially revised • Section 1.0 of this report, subject to the following March 2018). conditions: 7.0 IDENTIFICATION • 5.1 The SD and SDWF screws must be installed 7.1 The packaging is labeled with the fastener • in accordance with the manufacturer's published designation, the Simpson Strong-Tie Company name installation instructions, this evaluation report and and address, the fastener size, and the ICC-ES • the applicable code. The most restrictive governs if evaluation report number (ESR 3046). Each screw there are any conflicts between the manufacturer's head is marked with the not-equal-to symbol (- ), and • published installation instructions and this report. numbers designating the screw size and length, as 5.2 Use of fasteners in locations exposed to saltwater or shown in Table 1. The SDWF screw is packaged with saltwater spray is outside the scope of this evaluation the Take-Up Washer(TUW) and a go/no-go gage for report. use in installation. 5.3 The SDWF screws must be limited to use in dry 7.2 The report holders contact information is the • conditions, with wood having a moisture content of 19 following: • percent or less, both at the time of screw installation SIMPSON STRONG-TIE COMPANY INC. and in service. 5956 WEST LAS POSITAS BOULEVARD • 5.4 The SD and SDWF screws are manufactured under a PLEASANTON,CALIFORNIA 94588 quality control program with inspections by ICC-ES. (925)560-9000 • 6.0 EVIDENCE SUBMITTED www.strongtie.com • 6.1 Data in accordance with the ICC-ES Acceptance • Criteria for Alternate Dowel-type Threaded Fasteners (AC233),dated October 2018. • • • • TABLE 1-SCREW SPECIFICATIONS,NOMINAL BENDING YIELD STRENGTH,AND FASTENER ALLOWABLE STEEL STRENGTH • SCREW SPECIFICATIONS FASTENER (inches) NOMINAL ALLOWABLE STEEL . FASTENER HEADUnthMinor BENDING STRENGTH4 readed YIELD (Ibf) • DESIGNATION MARKING Head Screw Thread Shank Thread STRENGTH', g Diameter, Length, Length', Len th, (root) Fro • D„ L T L T Diameter2, (psi) Tension Shear D, • SD9112 915 1.5 0.5 0.109 510 425 SD9212 925 2.5 1.5 • SD10112/SD10112DBB 1015 0.378 1.0 1.5 0.5 188,000 0.122 555 445 • SD10212 1025 2.5 1.5 • SDWF2716 16 16.0 11.0 SDWF2720 20 20.0 15.0 • SDWF2724 24 0.750 24.0 5.0 19.0 0.240 NA5 2685 NA' • SDWF2726 26 26.0 21.0 SDWF2730 30 30.0 25.0 • For SI: 1 inch=25.4 mm,1 psi=6.89 kPa,1 lbf=4.45 N. • 11DH refers to the diameter of the integral washer.Length of thread includes tip.See Figure 1. 2Minor thread diameter shown in the table is the minimum minor diameter. • 'Bending yield strength determined in accordance with ASTM F1575 using the minor thread(root)diameter,D,. 4Allowable fastener loads are based on steel properties of the screw.Refer to Tables 2 and 3 for reference lateral(Z)design values for steel-to-wood and wood-to- wood connections,respectively.Refer to Table 4 for reference withdrawal(W)design values. 5SDWF screws have not been evaluated for use in lateral loading applications. • • • • • • • . . . ESR-3046 I Most Widely Accepted and Trusted Page 4 of 7 . • L ► SOWF INSTALLED SO TUW TABS ARE CLOSED • - THREAD LENGTH.T -- TOP OF SOLE PLATE .TUW • ,-4 I S09 X 212 SCREWS - • (' Y i 1'.1044101110,00..- ,p • MINOR D.Dr .... SD Screw . U.S.Patent c<~ 7,101,133 ,.:1. _ • L FLOOR CAVITY • -• THREAD LENGTH,T ► -- TOP PLATE • (LOWER WALL, • 01'? -w5iw's L ' • MINOR 0,Dr Installation of SDWF Screw 4111 SDWF Screw • U.S.Patent • 8,276,323 • FIGURE 1—SD AND SDWF SCREWS • . . TABLE 2—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE SHEAR STEEL-TO-WOOD CONNECTIONS WITH SD SCREWS(Ibf)1,2,3,4,5,6,7,8 . REFERENCE LATERAL DESIGN VALUE(Z) • FASTENER DESIGNATION 0.42<_SG<0.50(2) SG>_0.50(2) . SD9112 112 171 . SD9212 112 200 • SD10112/SD10112DBB 138 173 SD10212 165 215 . For SI: 1 inch=25.4 mm,1 lbf=4.45 N,1 ksi=6.89 MPa. • 'The side member must consist of steel having a minimum tensile strength(F„)of 45 ksi,and must have a design thickness(ts)no less than 0.0352 inches(No. 20 gage)and no greater than 0.1026 inches(No.12 gage). • 2The main member must be solid-sawn lumber.Main members must have a minimum assigned specific gravity(SG)of either 0.42 or 0.50,as indicated in the table above.Values for SG a 0.50 are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.3. 'The uncoated minimum steel thickness of the cold-formed product delivered to the jobsite must not be less than 95 percent of the design thickness,ts. . 4Holes in the steel side member must be predrilled or pre-punched.Hole diameter must comply with Section 3.2.4 of this report. 'Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors,including the load duration factor,Co,from the NDS as referenced in • the IBC or IRC. 'Screws must be installed straight into the side grain of the wood main member with the screw axis at a 90-degree angle to the wood fibers. 'Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. 'Tabulated reference lateral design values apply to both parallel-and perpendicular-to-grain loading. . • • • • • . . •- • 0 • • • ESR-3046 i Most Widely Accepted and Trusted Page 5 of 7 • TABLE 3—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE • SHEAR WOOD-TO-WOOD CONNECTIONS WITH SD SCREWS(Ibf)1,2,3.4.5'6'7 • REFERENCE LATERAL DESIGN VALUE(Z) 0.42 5 SG<0.50(1'2) SG>_0.50(''2) • FASTENER DESIGNATION 15/32"Side 23/32"Side 11/2"Side 15/32"Side 23/32"Side 11/2"Side • Member Member Member Member Member Member . SD9112 93 — — 105 — — SD9212 99 94 109 118 133 130 • SD10112/SD10112DBB 102 — — 127 — — • SD10212 106 126 123 147 168 152 For SI: 1 inch=25.4 mm,1 lbf=4.45 N,1 ksi=6.89 MPa. IThe nominal 15/32- and 23/32-inch-thick side members must be plywood or OSB with minimum equivalent specific gravities (SG) of either 0.42 or 0.50,as indicated in the table above. • 2The main member and 11/2-inch-thick side member must be solid-sawn lumber with a minimum assigned specific gravity or equivalent specific gravity(SG)of either 0.42 or 0.50,as indicated in the table above.Values for SG>_0.50 are also applicable for fasteners installed into the face of engineered wood described in • Section 3,2.3. 'When the assigned specific gravities or equivalent specific gravity(SG)of the main and side members are different,the design values of the wood with the lowest • specific gravity(SG)must be used. 'Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors,including the load duration factor,Co,from the NDS as referenced in the IBC or IRC. 'Screws must be installed straight into the side grain of the wood members with the screw axis at a 90-degree angle to the wood fibers. 'Minimum fastener penetration must be equal to the screw length less the thickness of the wood side member. • 'Tabulated reference lateral design values apply to both parallel-and perpendicular-to-grain loading. I • TABLE 4—REFERENCE WITHDRAWAL DESIGN VALUES(I4)FOR SCREWS INSTALLED IN THE SIDE GRAIN • OF A WOOD MAIN MEMBER • FASTENER SCREW LENGTH, THREAD LENGTH, REFERENCE WITHDRAWAL DESIGN VALUE,W(Ibf/inch)''2 . DESIGNATION L T 0.42<_SG<0.5013) 0.50 5 SG<0.5513) SG Z 0.55131 SD9112 1.5 1110 - SD9212 2.5 122 173 173 1.0 • SD10112/SD10112D86 1.5 122 173 173 • S010212 2.5 SDWF2716 16.0 I SDWF2720 20.0 4110 SDWF2724 24.0 5.0 180 250 295 SDWF2726 26.0 4110 SDWF273030.0 • For SI: 1 inch=25.4 mm,1 lbf/inch=4.44 kPa. 'The tabulated reference withdrawal design value,W,is in pounds per inch of the thread penetration into the side grain(or face grain)of the main member.Thread • penetration is the portion of the threaded length held in the main member,including the screw tip.SD screws must be installed such that the threaded portion of the shank is fully embedded within the main member.SDWF screws must be installed such that the threaded length embedded within the wall top plate is at least • 3 inches. 2The tabulated reference withdrawal design value,W,must be multiplied by all applicable adjustment factors from the NDS as referenced in the IBC or IRC. • 'Wood main members must have a minimum assigned specific gravity or equivalent specific gravity(SG)as indicated in the table above.Values for SG>_0.55 are also applicable for fasteners installed into the face of engineered wood described in Section 3.2.3. I • • 1 1 • • I . I • I • . • • ESR-3046 I Most Widely Accepted and Trusted Page 6 of 7 • TABLE 5—CONNECTION GEOMETRY • SCREWCONDITION' MINIMUM DISTANCE OR SPACING(in.) • SERIES Main Member Wood Side Member • Perpendicular to grain loading 1 1 Edge distance (Loaded or unloaded edge) • Parallel to grain loading 1/2 1/2 . Perpendicular to grain loading 2 27/16 SD End distance Parallel to grain loading , • (Loading toward or away from end) 2 27/16 • Spacing Between fasteners in a row 2 27/16 (Loading parallel or Between rows 1/2 13/76 • perpendicular to grain) Between staggered rows 1/2 1/2 • Edge distance Withdrawal loading 1 NA2 • SDWF End distance Withdrawal loading 4 NA2 Spacing Between fasteners in a row 8 NA2 • For SI: 1 inch=25.4 mm. • 'Edge distances,end distances and spacing of the screws must be sufficient to prevent splitting of the wood,or as required by this table,whichever is the more restrictive. • 'The SDWF screws must be used with the Take-Up Washer(TUW),as described in ESR-2320. . • TABLE 6—RECOGNIZED EXPOSURE CONDITIONS FOR SIMPSON STRONG-TIE SD AND SDWF FASTENERS 4111 EXPOSURE TYPICAL APPLICATIONS RECOGNITION LIMITATIONS • CONDITION Limited to use where equilibrium moisture content of the chemically • 1 Treated wood in dry use applications treated wood meets the dry services condition as described in the NDS . 3 General construction Limited to freshwater and chemically treated wood exposure,e.g.,no saltwater exposure • . . • . • • • • • • • . • • . • • . . • • • • ICC • ES EVALUATION SERVICE ... Lq,yo.,�;� Most Widely Accepted and Trusted • w ICC-ES Evaluation Report ESR-3046 LABC and LARC Supplement • Reissued August 2018 Revised November 2018 • This report is subject to renewal August 2019. • www.icc-es.orq I (800)423-6587 I (562)699-0543 A Subsidiary of the International Code Council® • • DIVISION:06 00 00—WOOD,PLASTICS AND COMPOSITES • Section: 06 05 23—Wood,Plastic,and Composite Fastenings • REPORT HOLDER: • SIMPSON STRONG-TIE COMPANY INC. • EVALUATION SUBJECT: SIMPSON STRONG-TIE®STRONG-DRIVE SD AND SDWF SCREWS • 1.0 REPORT PURPOSE AND SCOPE • Purpose: • The purpose of this evaluation report supplement is to indicate that the Simpson Strong-Tie® Strong-Drive SD and SDWF screws, described in ICC-ES master evaluation report ESR-3046, have also been evaluated for compliance with the codes • noted below as adopted by the Los Angeles Department of Building and Safety(LADBS). • Applicable code editions: •2017 City of Los Angeles Building Code(LABC) •2017 City of Los Angeles Residential Code(LARC) • 2.0 CONCLUSIONS • The Simpson Strong-Tie® Strong-Drive SD and SDWF screws, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3046, comply with the LABC Chapter 23 and the LARC, and are subject to the conditions of use • described in this supplement. • 3.0 CONDITIONS OF USE • The Simpson Strong-Tie®Strong-Drive SD and SDWF screws described in this evaluation report must comply with all of the following conditions: • • All applicable sections in the master evaluation report ESR-3046. • • The design, installation, conditions of use and identification of the Simpson Strong-Tie Strong-Drive SD and SDWF • screws are in accordance with the 2015 International Building Code®(2015 IBC)provisions noted in the master evaluation report ESR-3046. • • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • • Under the LARC,an engineered design in accordance with LARC Section R301.1.3 must be submitted. • This supplement expires concurrently with the master report,reissued August 2018, revised November 2018. • • • • • • • ICC-ES Evaluation 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 of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as .: ° • to any finding or other matter in this report.or as to any product covered by the report. • Copyright©2018 ICC Evaluation Service,LLC. All rights reserved. Page 7 of 7 • • • • • • ASCE ASCE 7 Hazards Report • ANERICAN SOCIETY OF MR ENGINEERS Address: Standard: ASCE/SEI 7-10 Elevation: 205.25 ft(NAVD 88) • 13160 SW Laurmont Dr Risk Category: III Latitude: 45.43444 • Portland, Oregon Soil Class: D Stiff Soil 97223 Longitude: -122.811992 • • �.... • --s..._. .Y¢. �,. a_ .,,,/ dee.., }� i _i 1-Y. • I. ` '415 1i .rt •-• ,. • ...- ,.. , i ff d • 0' 4YY _ x ----;. r- 0. „O .- • , •- • • may, 4}.`• • ,• .. .rte �,,,yi Y 1 y +'-1 r °; k -,. f. ' • :. h! • .__ ALatksa. • Wind • • Results: • Wind Speed: 115 Vmph • 10-year MRI 72 Vmph 25-year MRI 79 Vmph • 50-year MRI 85 Vmph • 100-year MRI 91 Vmph • Data Source: ASCE/SEI 7-10, Fig. 26.5-1B and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 • Date Accessed: Sun May 05 2019 • Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear • interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds • correspond to approximately a 3% probability of exceedance in 50 years(annual exceedance probability= 0.000588, MRI = 1,700 years). • • Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. • Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. • • • • https://asce7hazardtool.online/ Page 1 of 3 Sun May 05 2019 • • • • • • • • ASCE • AMERICAN SOCIETY OF CMI.ENGINEERS • Seismic • Site Soil Class: D-Stiff Soil • Results: • Ss : 0.963 SDS : 0.716 • Si : 0.423 SD1 : 0.445 • Fa : 1.115 TL : 16 • Fs, : 1.577 PGA : 0.422 • SMS : 1.074 PGA M : 0.455 SM1 : 0.667 FPGA : 1.078 • le : 1.25 • Seismic Design Category D • MCER Response Spectrum 0 8 Design Response Spectrum • • 4 4 05 e • O h 0.4 • I Dai 0.3 , . • i D2 02 i i 0 1 1 • 0 2 4 Sa(g)vs T(s) 0 0 2 4 Sa g)vs T(s) _ _ • • Data Accessed: Sun May 05 2019 • Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. • Additional data for site-specific ground motion procedures in accordance with • ASCE/SEI 7-10 Ch. 21 are available from USGS. • • • • • • • • • • • • https://asce7hazardtool.online/ Page 2 of 3 Sun May 05 2019 • •