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25A-153 (4) • ,Job ,Truss Truss Type I-edaire 13072727J X1 GE Common Truss 1 1 Job Reference(optional) Universal Forest Products -- _ Run:7.350 s SSeepp 27 2012 Print:7.350 s Se 27 2012 Mi fek IndusMes,Inc.Wed Augg 0717:35:12 2013 Page 1 ID:DaAYbd GIYHvje2Pson0OW2yvBFN-owQAK_RFdSYAtf SIRItyEO6gFRmM55ONysOS?ygBS' -1-0-0 14-4-0 28-8-0 8- 1-0-0 14-4-0 I 14-4-0 1-0-0 4x4 Scale=1:55.2 7.002 10 3x4 9 ' -'2'2 \'..1'2 11 3x4 s 8 12 7 /j �� 13 36/ _ , ' \_37 6 // 14 N 5 / /T/ g 15 c 4 -i.], �, 4T. i 16 -i r i '.T. 'TG ',- / 8 1,-.' 18 ril, / d 11 it -RTL ' 2 i Ii1).. : U iJ li 13 ' 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 358 II 3x4 r 3x8 II - 28-8-0 - - - 28-8-0 - - Plate Offsets(X,Y): [20:0-4-4,0-1-8j,j35:0-4-4,0-1-81 LOADING (psf) SPACING 1-11-4 CSI DEFL in (loc) I/defl L/d PLATES GRI TCLL 40.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.02 19 n/r 180 MT20 197/ 44 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 19 n/r 80 TCDL 10.0 Rep Stress !nor YES WB 0.38 Horz(TL) 0.01 20 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight: 146 lb FT=4' BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or BOT CHORD 2x4 SPF No.2 6-0-0 oc purlins, except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc OTHERS 2x4 SPF No.2 or 2x4 SPF Stud bracing. WEBS 1 Row at midpt 10-28 REACTIONS (lb/size) 35=254/28-8-0 (min. 0-5-8), 20=254/28-8-0 (min. 0-5-8),28=210/28-8-0 (min. 0-5-8),29=243/28-8-0 (min.0-5-8), 30=231/28-8-0 (min. 0-5-8), 31=233/28-8-0 (min. 0-5-8),32=232/28-8-0 (min. 0-5-8), 33=233/28-8-0 (min. 0-5-8),34=229/28-8-0 (min.0-5-8),26=243/28-8-0 (min. 0-5-8), 25=231/28-8-0 (min. 0-5-8),24=233/28-8-0 (min. 0-5-8), 23=232/28-8-0 (min. 0-5-8), 22=233/28-8-0 (min.0-5-8), 21=229/28-8-0 (min. 0-5-8) Max Horz 35=245(LC 7) Max UpIift35=-113(LC 6), 20=-69(LC 7), 29=-48(LC 8),30=-57(LC 8), 31=-52(LC 8), 32=-57(LC 8),33=-41(LC 8), 34=-117(LC 7),26=-46(LC 9), 25=-58(LC 9), 24=-52(LC 9), 23=-56(LC 9), 22=-44(LC 9), 21=-96(LC 6) Max Grav35=257(LC 2), 20=257(LC 3), 28=210(LC 1), 29=345(LC 2), 30=319(LC 2), 31=249(LC 2), 32=232(LC 1), 33=234(LC 2),34=229(LC 1), 26=345(LC 3), 25=319(LC 3), 24=249(LC 3), 23=232(LC 1), 22=234(LC 3), 21=229(LC 1) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 2-35=-234/103, 1-2=0/101, 2-3=-198/163,3-4=-135/141,4-5=-103/145, 5-6=-63/145, 6-36=-64/198, 7-36=-21/207,7-8=-79/269, 8-9=0/274,9-10=-89/330, 10-11=-89/330, 11-12=0/274, 12-13=-79/269, 13-37=-9/207, 14-37=-64/198, 14-15=-56/145, 15-16=-58/89, 16-17=-81/88, 17-18=-137/103, 18-19=0/101, 18-20=-234/78 BOT CHORD 34-35=-62/135, 33-34=-62/135, 32-33=-62/135, 31-32=-62/135, 30-31=-62/135, 29-30=-62/135, 28-29=-62/135,27-28=-62/135, 26-27=-62/135, 25-26=-62/135, 24-25=-62/135, 23-24=-62/135, 22-23=-62/135, 21-22=-62/135, 20-21=-62/135 1 WEBS 10-28=-243/0, 9-29=-306/93, 7-30=-280/112, 6-31=-210/104, 5-32=-193/107, 4-33=-196/101,3-34=-189/121, 11-26=-306/93, 13-25=-280/112, 14-24=-210/104, Continued on page 2 r ili-Ec ltcu=sc d 7 a.-. Ail-, . /3 Truss Type Qty- ry Ledaire M0`/ / rM�ss 13072727J X1 '-if Special Truss e 1 Job Reference (optional) Universal Forest Products --- --_--- - --- Run:73.350 s 5 Sep 27 2012 Print:7.350 s Sep 27 2012 MiTek Industries,Inc. Wed Aug 0717 35:12 2013 Page 1 ID:DaAYbdGfYHvje2Pson00W2yvBFN-owOAK_RFdSYAtl_SIRItyE01 VFIPM8rONys08?ygB51 1-0 6-3-13 10-3-14 14-4-0 18-4-2 22-4-3 28-8-0 -8- 1-0 0 6-3-13 4-0-2 4-0-2 4-0-2 40 2 6-3-13 Scale=1:50 5x10 II 4 ■ ■ 7.00[12 ..� 10 T1 I, P2 3 % \ BI � El , i ■ j 7x16= 8 7x16 I ° 3x6 11 � "4 2 � c, 6 �� 6-3-13 14-4-0 22-4-3 28-8-0 6-3-13 8-0-3 803 + 6-3-13 4 *** Design Problems *** 1 REVIEW REQUIRED Birdsmouth Heel Requires Review:3, 5 This truss has birdsmouthed heels LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRI TCLL 40.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.50 5-8 >674 240 MT20 137/ 30 (Roof Snow=40.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.88 5-8 >381 180 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.92 6 n/a n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Wind(LL) 0.28 5-8 >999 360 Weight:236 lb FT=4' BCDL 10.0 LUMBER BRACING TOP CHORD 1.5x11.25 LP LSL 2640Fb 1.75E TOP CHORD Structural wood sheathing directly applied or BOT CHORD 1.5x9.25 LP LSL 2640Fb 1.75E 4-8-9 oc purlins. WEBS 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1828/0-5-8 (min. 0-2-14), 6=1828/0-5-8 (min. 0-2-14) Max Horz 2=-250(LC 6) Max Uplift2=-210(LC 8), 6=-210(LC 9) FORCES (lb)-Maximum Compression/Maximum Tension , TOP CHORD 1-2=0/117,2-3=-830/289,3-9=-2869/541,4-9=-2637/576,4-10=-2637/576, 5-10=-2869/541, 5-6=-830/289, 6-7=0/117 BOT CHORD 3-8=-215/2529, 5-8=-215/2529 WEBS 4-8=-10/749 JOINT STRESS INDEX 3=0.00, 4=0.00, 5=0.00 and 8=0.00 NOTES 1)Wind:ASCE 7-05; 100mph (3-second gust);TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat. II; Exp C; enclosed; MWFRS (low-rise)and C-C Exterior(2)zone;cantilever left and right exposed ;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05; Pf=40.0 psf (flat roof snow);Category II; Exp C;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. Continued on page 2 -I' . oz...I --- --4- . %--, -... .. ),,, ,..... --1- -,. ..___ ._. - , \-:z..... . . . . ....,, . . c -.„ . , . ,.... ...., , N., , \ . _.._ .--- , - i . .,.-'.'• '',,,, I I(,) ■-,,,t, 0 .1-. I I i : :.1, •,... "- ■ }:&. i.., — ';,,;-- ".,',C,4 li'% 1!I • ' ' ,,,k-N, 4,—, ■ ..., --,.. I . 1'4-, ' • S' ..(,7 I .,. . : : - • ; ;„ --,.., , ••::.„,,, , ,. . ... r;,.. - -4;•.- . „.•,.. : ;•• -,...... -• - , - _ .. _ v... ! ,..„1, -.... . ,:,„., \•.-. .....1.,L7.3 I \,--r \(....„,,... .. ... : ...., 1 . ESR-1267 MIN. HEADER SEE DETAIL S© 6 OR SWP /I //.; LSTA24 STRAP(MIN.)�` f AT BEAM TO POST % �V. 8'MIN. 16'4"MAX. •�1 � l' HEADER SUPPORT POST I/ /�` �I ' (DESIGN BY OTHERS) 1 , r 1C 0 0 0 0 co i \II \/.• \ _ 1,300 LB.UPLIFT CONNECTION / �� ; _(DESIGN BY OTHERS) N \/111 :' I ' .: COLUMN BASE (DESIGN BY OTHERS) 7-----7-7m, a. I y a.. 6 • SINGLE PORTAL ASSEMBLY 8-SWP PORTAL WALL SILL 2-SWP AT HEADER, FIELD NAIL THRU SHEATHING— AND METAL STRIP WITH 10d COMMON NOTE: NAILS OR 16d SINKERS AT LOCATIONS LOAD PATH DESIGN AND MARKED BY PAINTED DOTS DETAILS ABOVE HEADER TO TOP OF PANEL BE PROVIDED BY OTHERS Lii O m S J Z ° 0 • 0 • 0 z QO.. ° ° c:i r ° O O 0 0 0\ 0 N WI = lt- I-- ° ° °° HEADER(BY OTHERS) PANEL SHEATHING ° °° PERIMETER METAL ° ° ° U-CHANNEL 1 / ° TOP OF WALL CONNECTION 3-SWP FIGURE 5 - GARAGE PORTAL INSTALLATION DETAILS (Continued) • s ,, " WOW ST 101111 r A 16:Garage Portal Systems on Concrete -","47 7 ions _'__- _- =_-•-•- y - r life Quiff for adequate in shear nans where space is oa l walls and deep header for adequate shear nailing.Because the portal walls and _ _--.a,frame offers superior engineered performance over site-built walls. CODES: : :-5•H: ::-ES ER-2207;City of L.A.RR 25427;State of Florida FL4432 - a:.es •st.a,,es based upon results from the most recent testing and/or calculations and may not match _ current code reports.Where code jurisdictions apply,consult the current reports for applicable load values. T • • Multi-ply " • • • .. headers may be used. g••• ) A I, See page 49. i j •• v` . I ;.,v 1': 1 ,\,-\ til/* ,II,- i •' SIMPSON ` . '�-' I=',el,: : • y... l \ • NOTE FOR GARAGE _�,�\•• stt�xo'wAtu, PORTAL WALLS: . , i/ \\ S EARWAU. + \ �t I \, a to Cripple walls over the H �,\ i • • garage header shall be ■ !— \', ` /I ..f%• H designed by Engineer i`I••= ii • f\. of Record. woomomilow ,jz f • /I f• 1r Ill .• \ 11� .• -I /' \ ,\� • • +iliplILIPIII*Iram,-; .. ''''''''A - Foundation Design °o (size and reinforcement) • ° by others ° GARAGE PORTAL WALL PRODUCT DATA NAMING SCHEME Number of Mudsill Holdown Model W H T Fasteners Anchors Anchor Bolts SW1 6x7x4 No. (in) (in) (in) in Top o T i f wall Qty. Dia. Qty. Model T Wood Strong Wall_ SW16x7x4 16 78 4 8-SOS'ax6" 2 5/e 2 SSTB28 Width Nominal Wall - (in.) Thickness SW16x7x6 16 78 53/4 8-SOS'/<x6" 2 3/4 2 SSTB28 (in.) - - Nominal SW16x8x4 16 90 4 8-SOS 1/4"x6" 2 % 2 SSTB28 Height SW16x8x6 16 90 53/4 8-SOS'/4x6° 2 5/e 2 SSTB28 (ft') SW22x7x4 22 78 4 10-SOS'/4`x6" 2 5/a 2 SSTB28 SW22x7x6 22 78 53/4 10-SDS'/4"x6" 2 5/a 2 SSTB28 SW22x8x4 22 90 4 10-SOS'/4"x6" 2 5/s 2 SSTB28 1.For two-pour bolted applications,use the SSTB34. SW22x8x6 22 90 53/4 10 SDS Ya"x6` 2 5/e 2 SSTB28 See the SSTB anchor bolts,page 54 for allowable loads and installation. 2.Recommended minimum Wx12'mudsill anchor. 4 { 0. ,+r 1`y�.�?,„ k --. - 1. `` ` SIMPSON WNW STRAIG-WALL!: Garage Portal Systems on Concrete Foundations t Strong-Tie s -:-eased lateral resistance over site-built shearwalis in locations where space is at a premium. -' hn a minimum 12"nominal deep header for adequate shear nailing.Because the portal walls and -ea}er are tes as a system.the resulting portal frame offers superior engineered performance over site-built walls. CODES:ICC-ES PFC-5485;ICC-ES ER-2207;City of L.A.RR 25427;State of Florida FL4432 ri Load tables list values based upon results from the most recent testing and/or calculations and may not match those in current code reports.Where code jurisdictions apply,consult the current reports for applicable load values. T� � W-"I i • , i:. ; , N f,< Sheathing flush • . ;f•\\ t against header• • i\ ',.\. "\.\j/ • --:--:-__`-- .• Iv'', I\V%•' • ,`' ",t- GARAGE HEADER SIMPSON - . • Nail through ` •• 's 1 ``1' .' sheathing and ROUGH OPENING HEIGHT •• • StmngTie •• r. 1, . 'y''i metal U channel • i ,. •1 • ,` \ k//'./ Model H Without With ', with 10d common STRONG-WAU. - `T'', N';.. y.2.. 1/i• SEAWALL ,, nails rs or a 16d e No l Curb Shim , Shim • �- �•' sinkers at each I CAUTION: ' SIMPSON .•� �'. ' ,•, painted dot on H Drilling or cutting the panel. SW16x7x4 6. 7. 7,-1/2° / , r' • holes in Wood srnoxe wnu y 'SW22x7x4 J t ., ,I, Strong Wall is not ,,, ,,,� SW16x7x6�• �� allowed except as --•"— , • T 7.-1u 7'-1' j V f )�'. shown on page 102 • ,- ; 0 SW22x7x6 (T f and the Allowable ' `' /' • I° i t i, •. Hole Chart attached '.A (' ,,- 5 �1, ° SW16x8x4 6. 8. 8'_,�" • t , to each wall. �> , , °° _°° SW22x8x4 •. � )\1//,l . ' Aj /'''j' . 4 SWt6x8x6 �t I\\ ; , :.•.•: .'- CURB SW22x8x6 7` 8'1° B' 1'/z" • ` �, v �\ �� 1 �••• l ;\ r �; .r r;, • 1.The height of the garage curb above the )w'__ /.t garage slab is critical for rough header•‘''N, opening on portal walls. - ` ;• 2.One W shim is provided with Garage•• Portal walls. H CURB . \ GARAGE PORTAL WALL PRODUCT DATA Number of Mudsill Holdown Model W H T Fasteners Anchors Anchor Bolts No. (in) (in) (in) in Top of Wall ( Qty. Dia. Qty. Model SW16x7x4 16 78 4 8-SDS KW 2 3 2 SSTB28 SW16x7x6 16 78 53/4 8-SDS'/<"x6° 2 5/8 2 SSTB28 SW16x8x4 16 90 4 8-SOS1/4'x6° 2 3 2 SSTB28 SW16x8x6 5 4 8-SDS'/a x6° 2 3 2 SSTB28 SW22x7x4 22 78 4 10-SDS'/4°x6" 2 34 2 SSTB28I SW22x7x6 22 78 53/4 10-SDS'/4'x6' 2 3 2 SSTB28 SW22x8x4 22 90 4 10-SOS'/4'x6' 2 3'e 2 SSTB28 1.For t See SW22x8x6 22 90 I 53/4 10-SOS'/4"x6° 2 5/6 2 SSTB28 2.Recc 41 1. - ' I a , ' ... S "-„,,,,c... r t�./ _. l i !'1,,,5L ✓li r ..r 'r `lam*11-1,C, -247—Zi---e Ho!dorms&Tension Ties SIMPSON LSTHD/STHD Strap Tie Hotdown 1 t_ __ Shay style ^t Strap style i holdorm holdorm j Horizontal Horizontal a } of of portion II portion #4 Reber with a of strap of strap C F. minimum length j holdotivn Itoldam y of 2x embedment ,, 1 1. Qo length+12' , i 777 I 14maxb t�D Min `� Locate one Locate one O 4. , , le Ilki<>1 pi-yowl. ` �� 44rebarcrithin ii 4 rebartvithin hatched area hatched area (maybe inundation y,'wi` Concrete foundation Concrete rebar `;'(`; foundation rebar). foundation • - •"`4,c• = _ - by others by others ,..1.:,tea Single Pour Rebar Installation Two Pour Rebar Installation yi• "Maintain minimum rebar cover,per Maintain minimum rebar cover,per ACI-318 concrete code requirements. ACI-318 concrete code requirements. IT Min.from end of concrete —— — — — — Typical STHD14 End In '. • SPALL REDUCTION SYSTEM (No corner return) FOR STHD STRAP TIE HOLDOWN FEATURES End Installation Allowable Tension Loads •Built-in tab. ill at 18 End Distance(DF(SP/SPF/HF) •StrapMate`”locator line. -SM1 t Model No. •Additional diamond hole in RJ versions. '�U>Ii. U.S.Patent Stemwall Width j N t 6,796,099 , 6" 8" 1 10" 1 BENEFITS ( 1 ! STHD10 2095 — — j Built-in Tab: �®' �` •Reduces spelling and costly retrofits. , 1 STHD14 3105 3645 4500 • : 9 . ��� •No additional labor to install. �� 1.Loads based on 2500 psi minimum concrete strength. •Holds STHD away from form board. /, i 2.Allowable loads have been Increased for wind or earthquake load durations StrapMate Locator Line: a /�! � I with no further increase allowed;reduce where other load durations govern. .Easy inspection to ensure proper location. 3.For dimensional information and required fasteners,refer to •Allows adjustment without removing STHD. `,_r ° to table on page 42. �- 4.For STHD14 1W End Distance in 8'stemwalls,loads can be Additional Diamond Hole: increased to 4200 lbs. •One more fastener to help prevent the STHD RJ :i° 5.Allowable loads also apply to rim joist models. models from bowing out at the rim joist section. 6.Testing to new ICC-ES acceptance criteria to be completed in 2009. Reference www.stronglle.com for latest loads and information. - - —__ ----------_------___---_-----_-_._. -------- ._ . ,...._/ ...f, i 1 ,....1.. T\ , Q., . , , ---„..- i . _ • . _[ !, h Q•-•, -.... •Th --._.-. _... _ , - . . •-..„____. , . • 1 -.... . , - , ,... .., • _._..__ ......... ...„ i 0, ... , „....) I I 1 h • ...„ H%•-• -• 1 I _ 4.1 II 1 I --,,,„ 4.-. I ',_1 h. •7;-_,,,,,,,.,.. ,, , . .......,_ ..... h ! 4.65 1 1 I H bb 1 1 „ k. ......-1-0---f ' ■ ■ -------t . i•_c --,f) . ... • :,....... 1 . ..2 - \...„. r„.'::".,,,,,,, I■11:::41.,, '''''"t _ . :\ i - 4 / i '/ ■ ' 4-