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Home My WebLink AboutTRUSS SPECS - 08-00031 - 556 Cook St - R7 Investment■ ra 1s xM11110niirn„ E rn v 3JEW Idaho Falls Shelley 3715 Bombardier Ave. 580 N. State Idaho Falls, ID 83402 Shelley, ID 83274 Office: (208) 523-6691 Office: (208) 357-3468 Fax: (208)522-6459 Fax: (208) 357-7466 T REXBURG, ID 0 SPECIAL INSTRUCTIONS: ORDER DATE / / Roof Trusses QUOTE NO TAX FORM (NON -ITEMIZED) Date01/10/08 Page 1 XR 7 INVESTMENT BID# 601040-08 JOB 11 e SALES REP JOHN & STEVEN Db HENDERSON SUBDIVISION BY DATE ame BID SBC 01/10/08 LAYOUT °del, Lotp SubENG. BY tliv: DELIVERY INSTRUCI 0800031 556 Cook St -R7 Investment :quested / / Plant Location: JOBSEE PHONE 4 eliverV Date Idaho Falls PROFILE LABEL QTY T/C PITCH SPAN CANTILEVER 1 OVERHANG BRACING NOTES UNIT TOTAL B/C PITCH /C LM BIC LM LEFT RIGHT LEFT RIGHT q ROWS PRICE PRICE Al 10 70.00 2-00-00 01-06-0 01-06-00 2 0.0.00 2x4 sx. A1SG 1 70.00 2-00-00 01-06-0 01-06.00 2 0.0.00 2x. 2x4 81GD 1-2 7.0-00 9x04 -00e 01-06-00 0 0.0.00 62 1 0.0.00 9x04-00 07-06.00 0 4 2X4 83 1 3.5.00 9.04-00 01-06.00 0 2X4 2XA Ba 1 3.5.05 9;04-00 01-06-00 0 B5 8 7.0.00 9x04-00 01-06-00 0 3.5.00 C1 5 7.0.00 2-05.08 p 3.5.00 C2 4 7000 2-05-08 01-06-0 1 3.5.00 2x. C3 1 7.0.00 2x05-08 01-06-0 3 3.5.00 C4 1 70.00 2-05-08 01-06-0 2 3.5.00 7.. 2x. C5 1 70.00 2-05-08 01-06-0 2 3.5.00 2x4 sx. C60D 1 70.00 2-05-08 01-06-0 1 0.0.00 zx4 2x6 D1 1 7.000 1-00-00 07-06-0 01.06-00 0 0.0.00 ex+ zx. DIG 1 0.0.00 1x00-00+ 01-06-0 01-06-00 0 E1GD 1-2 70.00 13-00-00 01-06-0 01-06-00 0 0.0.00 2x. E2G 1 7.0.00 13-00-00 01-06-0 01-06-00 0 0.0.00 2x+ zx. F1GD 1-2 7.0.00 12-06-00 0 0.0.00 F28G 1 0.0.00 12x06-00 01-10-0 10-07-0 01-06-0 01-06-00 0 24 G1 3 7000 8-06-00 01-06-0 01.06.00 0 3.5.00 2x4 2x4 ® HF1 1 13.90 14-05-08 5 2x-1 ® HF2 1 13'� 13-04-00 0 0.0 .00 /I 11 16 7 0 00 08-00-00 01-06-0 0 �V 0.0.00 J1A 6 7.0.00 5x11-121 01-06-0 0 XR 7 INVESTMENT HENDERSON SUBDIVISION Date 01/10/08 Page 2 # 601040-08 JOB # [SALES REP JOHN & STEVEN I BID SBC 01/10/08 LAYOUT ENG. BY s DELIVERY INSTRUCTIONS: H P T REXBURG, ID 0 SPECIAL INSTRUCTIONS: ORDER DATE Confirmed / / equestetl / / Plant Location: JOBSRE PHONE # Date alive Date Idaho Falls Roof Trusses PROFILE o � TIC PITCH SPAN r ► � r� o Idaho Falls Shelley JO 3715 Bombardier Ave. 580 N. State N8 Idaho Falls, ID 83402 Shelley, ID 83274 B/C PITCH Office: (208) 523-6691 Office: (208) 357-3468 I RIGHT Fax: (208) 522-6459 Fax: (208) 357-7466 Mo XR 7 INVESTMENT HENDERSON SUBDIVISION Date 01/10/08 Page 2 # 601040-08 JOB # [SALES REP JOHN & STEVEN I BID SBC 01/10/08 LAYOUT ENG. BY s DELIVERY INSTRUCTIONS: H P T REXBURG, ID 0 SPECIAL INSTRUCTIONS: ORDER DATE Confirmed / / equestetl / / Plant Location: JOBSRE PHONE # Date alive Date Idaho Falls Roof Trusses PROFILE LABEL QTY TIC PITCH SPAN CANTILEVER HGUS26-2 SIMPSON OVERHANG 3 BRACING NOTES UNIT TOTAL HANGERS- HUS26SIMPSON 2X6 SPF 2155/ DF 2695 (115) - B/C PITCH /C LMI BIC LM LEFT I RIGHT I LEFT I RIGHT I # ROWS PRICE PRICE J16 s 0i0.G0 3-11-11 01-06-0 0 2X4 �. J1C 6 0.0.00 Dl -11-11 01-06-0 0 �X2X4 .-._... J2 5 7.0.00 2X0000. 07-06-0 0 0.0.00 KJI 3 4.9.00 11-03-12 02-01.0 0 0.0.00 KJ2 1 4.50 2„09-15 02-01-07 0 00.00 V7 1 7 0.00 7-01-00 0 0.0.00 2X4 2X4 Items QTY ITEM TYPE DESCRIPTION NOTES UNIT TOTAL PRICE PRICE 1 HANGERS- HGUS26-2 SIMPSON Face Mount Hanger 3 HANGERS- HJC28 USP HIPJack Connectors/Skewed .8 HANGERS- HUS26SIMPSON 2X6 SPF 2155/ DF 2695 (115) - 16 HANGERS- LUS24SIMPSON Face Mount Hanger DELIVERED PRICq $5,125.77 Tax Is not Included !n bid price shown!! T o' 10 -1-6-0 8.0-0 16-0-0 24-" 32.0-0 33.6-0 1-6-0 8.0.0 8-0-0 8-0-0 8-0-0 1-6-0 Scale: 3/16`=1' 9x12 M1118H II 7.00 12 D 1.5x4 M112011 5x8 M1120= 1.5x4 M112011 8-0-0 16-0.0 24-0-0 32-0.0 8-0-0 8-0-0 8-0-0 8-0-0 LOADING (Pat) SPACING 2-00 CSI TCLL 35.0 Plates Increase 1.15 TO 0.82 TCDL 7.0 Lumber Increase 1.15 BC 0.59 BOLL 0.0 Rep Stress Ina VES WB 0.56 BCDL 7.0 Code IRC2006/1PI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 8=1698/03.8, F=1693(0.3.8 Max Harz 8=.298(LC 3) Max Upl468=-414(LC 5), F=-414(LC 6) FORCES (Ib)-Maxmum CompressiorVMaximum Tension TOP CHORD A -B -W65, B -C=-2537/494, C -D=1735/426, D -E-1735/426, E -F=-2537/494, F -G=0(65 BOT CHORD B -J=-4132041, 1-J=-41412039, H-1=-2832039, F -H= 28212041 WEBS C-J=Q292, Cd=842/330, D-1= 189922, E -I=-842!330, E -H=0292 DEFL in (loc) Vdefl Ud Vert -0.16 F -H >999 350 Vert(TL) -0.32 F -H >999 240 HondTQ 0.11 F Na Na Wnd(LL) 0.10 " >999 240 BRACING TOP CHORD BOT CHORD WEBS PLATES GRIP M1120 197/144 MII18H 141/138 Weight: 124 to Structural wood sheathing directly applied or 3.09 oc pudins. Rigid ceiling directly applied or 1000 oc bracing. 1 Row at midpt C -I, E-1 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 901 h=25X; TCOL=4 2psl; BCOLr4.2ps1; Category II; Exp Q enclosed; MWFRS (lowdse) gate end zone; cantilever left and right exposed; Lumber DOL -133 plate grip DOL -1.33. 3) This truss has been designed for a 10.0 psi bo8om chord live load nonooncurrent with any other live loads. 4) All plates are MT20 plates unless otherimse indicated. 5) The Fabrication Tolerance at joint D =16% 6) Provide mechanical connection (by others) of truss to bearing pate capable of vnihslanding 414 to uplift at joint B and 414 Ib uplift at joint F. 7) This truss is designed in accordance vnth the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard 1-1-6-01 54-0 } 10-8-0 1 16.0.0 1 21-0-0 1 26-8-0 1 32-0-0 133-6-0 1-6.0 54-0 5-4-0 5-0-0 54-0 5-4-0 54-0 1-6-0 Scale = 1:63.1 5x6 M1120= HU An IV At HJ MHN L R J 5x10 M1120= 3x4 M1120= 5x8 M1120= 3x4 M1120= 54-0 10-8-0 k 16.0.0 1 214-0 1 26-8.0 1 32-0-0 5-0-0 5-4-0 5-4-0 5-0-0 5-4-0 5-0-0 yN O LOADING(pst) SPACING 2-0.0 CSI DEF In (11)""ll Ud PLATES GRIP ._ TCLL 35.0 Plates Increase 1.15 TO 0.40 Varl -0.15 L >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.46 Ved(TL) .0.26 K -L >999 240 - BCLL 0.0 Rep Stress lncr NO WB 0.67 Horz(TL) 0.11 H Na Na BCDL 7.0 Coda IRC20064PI2002 (Matrix) Wnd(LL) 0.09 M -N >999 240 Weight: 184lift LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Sld REACTIONS fbrsize) B=1749/0-3-8, H=1711/03-8 Max Horz B= -298(1-C 3) Max Uplift B=-484(LC 5), H-4281 6) FORCES (Ib) - Maximum CompresslothMaumum Tension TOP CHORD A -B=0/65, B -C= 2722/614, C -0=-2195r521 BOT CHORD B -AG= -547!2232, AG -AH= -547!2232, N A WEBS C -N=-6/169, C -N1=-510"234, D -N7=-97/359 BRACING TOP CHORD Structural wood sheathing directly applied or 4-64 ac pudlns. BOT CHORD Rigid ceiling directly applied or 8-e-12 oc bracing. WEBS 1 Row'at midpt DL F -L 4,F -G=-2169/498, G -H=-2659/539, H-1=0/65 11 -AI— 547/2229, AJ-AK=547/2229, M -AK= 547/2229, L-Nb347/1800, K-1=241/1777, JK= 3372175, H -J= 3362177 F -L=684271, F -K=-54/320, G.K=4731188, G -J=0/188 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Who: ASCE 7.05; 90mph; h --25h; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (Iwwdse) gable end zone; cantilever left and right exposed; Lumber DOL --1.33 plate grip DOL --1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to vnnd(normal to the face), see MiTek'Standard Gable End Detail' 4) This muss has been designed for a 10.0 pat bottom chord live load noncencurrent with any other live loads. 5) All plates are 1.5x4 MI 120 unless othermse Indicated. 6) Gable studs spaced at 2-0 0 oc. 7) Provide mechanical connection (by others) of muse to bearing plate Capable of withstanding 484 lb uplift at joint B and 428 In uplift at joint H. 8) This truss is designed in accordance with the 20D6 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) Use Simpson Slror ie WS24 (4.100 Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-110 oc max. starling at 4-0-12 from the left end to 10-0.12 to conned Imss(es) J2 (1 ply 2 X 4 SPF) to front face of ballon Word. 10) Fill all nail Was where hanger is in contact with lumber. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loed(s) 91b down and 28 to up at 2-0 0 on bottom Word. The desigNselection of such connection tlerce(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (8). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) . Vert: A -E-54, E -1=-B4, B -H-14 Concentrated Loads pi Ven: AG= -9(F) AH—14(F) AI= -14(F) AJ= -14(F) AK= 14(F) 4-0-0 8-0-0 1 12442 16-11-4 214-0 25-0-0 29-4-0 130-10-0 4-0-0 4-0-0 44-12 4-6-8 4-4-12 4-0-0 4-0-0 1-0.0 Scale = 1:53.0 5x8 M1120= 3x8 M1120= 3x4 M1120= 5x8 M1120= 48 M1120= w r w nn 3x4 M112011 7x8 M1120= 4.4-12 4-6-8 4.4-12 48 MI120= 8-0-0 LOADING (psi) SPACING 2.0-0 CSI OEFL in (loc) Well Vtl PLATES GRIP TOLL 35.0 Plalas increase 1.15 TC 0.24 Vetl(LL) .0.21 K -L >999 360 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.44 Ved(TL1 -0.33 K -L >999 240 BCLL 0.0 Rep Stress Ind NO WB 0.85 HerZ(TL) 0.09 H Na Na BCDL 7.0 Code IRC200 YP12002 (Matrix) Wnd(LL) 0.15 K -L >999 240 Weight: 301 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-844 oc purlins. BOTCHORD 2 X 6 DF 1800E 1.6E BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. WEBS 2X 4 SPF SWd/Sld REACTIONS (lb/size) A=357WMechanical, H=375G'D5-8 Max Herz A=464(LC 3) Max UpIil l96(LC 5), H-1 297(LO 6) FORCES (Ib) - Maxjmum Cempression/Mmdmum Tension TOP CHORD A -B-6662/2322. B -C- 6418"2319, C -D=-543512012, 0.E= 67692508, E -F=537&1993, F -G=-63492298, G-9/65532282, FH=071 BOT CHORD A -M=-2082/5671, M -N=2519/6786, N -O=-2519/6786, L-0=-2513(8786, L -P=251916786, P -Q=-2519'6786, K -Q- 251916786, K -R- 2472/6769, R -S-2472/6769, J -S-2472/6769, H -J= 1684/5513 WEBS &Nk-173/132, C -M=-10302812, 0.M=-2037/854, D -L= 359/958, UK- 11&77, E -K=-40611040, EJ=20781867, FJ=10222773, GJ -169210 NOTES 1) 2 -pry truss to be connected together vin IW (0.131'x3') nails as follows: Top chords connected as follows: 2 X 4.1 row at 0-9-0 a. Bottom chords connected as ldlows: 2 X 6.2 rows at 07.0 oc. Websconneded as follows: 2 X 4 - 1 row at 0-9-0 00. 2) All leads are considered equally applied to all plies, except H noted as front (F) or bads (B) lace in the LOAD CASES) section. Ply to ply connections have been provided to dislhbure only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; h=2511; TCDL=4.2psi; BCDLA.2psf; Category 11; Exp C; endceed Ml (lowrise) gable end zone; cantilever left and right exposed; Lumber DOL, -1.33 plate grip DOL=1.33. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonoenwrrent vin any other live leads. 7) Refer to girdegs) for truss to tress connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of Wihstanding 1196 to uplift at joint A and 12971b uplift at join H. 9) This tress is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard Al 1. 10) Use Simpson Strong -Te LUS24 (4.100 Girder, 2-100 Truss, Single Py Girder) or equivalent spaced a12.0 0 oc max. staining at 10.012 from the left end to 19.3-4 to conned truss(es) Jt (1 ply 2 X 4 SPF) to front face of bottom chord, 11) FII all nail holes where hanger Is in conlad with lumber. 12) Hangars) or other connection devices) shall be provided sufficient to support concentrated loads) 1123 to flown and 494 Ib up at OPO, and l l231b dovm and 4941b up at 21-3-4 on ballom chord The design/selection of such connection devices) lathe responsibility of others. LOAD CASE(S) Standard 1)Regular: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Leads (pl0 Vert: A -C=-84, C -F=-84, F-1=-84, A -H=14 Concentrated Loads (Ib) Vert: W -i 123(F) J=4123(F) N= -348(F) 0=-348(1 P= -348(F) Q -348(F) R= -3481F) S= -348(F) 5x 5-0-0 1 10-0-0 14-8-0 1 194-0 1 24-40 1 294-0 13030 5-0-0 5-0-0 4-8-0 4.8.0 5-M 5-0-0 1-8-0 Scale = 1:53.4 5x6 M1120= 5x6 M1120= 3x4101120= 1000 J I 8x8 M1120= 6x8 M1120= 94-0 10-0-0 Plate Offsets X A01 B Etl G:01 11 E 1:03 12 Etl LJ:0-3-12,EdwI LOADING(Psp SPACING 2-00 CSt DEFL In (lac) Well Ud PLATES GRIP TCLL 35.0 Plates Inaease 1.15 TC 0.38 VBN(LL) .0.18 AJ >999 360 M1120 197/144 TCDL 7.0 Lumber l=am 1.15 SC 0.55 Ved(TL) .0.40 AJ >865 240 BCLL 0.0 Rep Stress Ina VES WB 0.64 Hoa(TL) 0.10 G Na Na BCDL 7.0 Code IRC2006rTPI2002 (Matrix) Wnd(LL) 0.07 AJ >999 240 Weight: 1141b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2X 4 SPF SluNS1tl REACTIONS (INSize) A--1418/Mechanical,G=1579/0-5-8 BRACING TOP CHORD Structural wood sheathing directly applied or 4441 mpurlins. BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. Max Hoa A-201 (LC 3) Max UpIif1A=-273([C 5), G= 36GU3 6) FORCES (Ib) -Maximum Canprmia+/Maximum Tension TOPCHORD A -B=-2398/475, B -C= 2013/382, C -D=1637/379, D -E= 1613/365, E -F= 1981/363, F -G= 23461440, G-H=(1(fi6 BOT CHORD A -J=-4272003, 1-J= 340/1796, G -I=249/1914 WEBS B.J=414234, C -J= -5N546, D -J=-432236, 01=-459240, E -I=-54/523, FI=343203 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 90mph; 4=25X; TCDL=4.21psf; BCDL=4.2psf; Category II; Exp C; enclosed; MNJFRS (lowrise) gable end zone; cantilever left and right exposetl; Lumber DOL -1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This Imes has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of vAhstanding 273 Ib uplift at jdnt A and 366 to uplift at joint G. 7) This Imss is designed in accordance wffh the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSV IPI 1. LOADCASE(S) Standard WU W 651 (IUMRV YNLLS), IUANU YALW, IU UJ Vd 7-4 IAO 12 17-4-0 I Luzu 9 Nov a Nv m IeK industries, mc. mu aan w lunu::U euua rage 1 23.4-0 29-4-0 E801040-08 as SPECIAL 1 1 600 6-0-0 130-10-0 1.8-01 2-0-0 CSI Job Role, Jo ( tl aft DEFL WU W 651 (IUMRV YNLLS), IUANU YALW, IU UJ Vd 7-4 IAO 12 17-4-0 IF:0-2.11 DO.141 II:G5-00-3-101 Luzu 9 Nov a Nv m IeK industries, mc. mu aan w lunu::U euua rage 1 23.4-0 29-4-0 1 7-4-0 1 4-8-0 I 5-4-0 600 6-0-0 130-10-0 1.8-01 2-0-0 CSI DEFL in (Icc) Udell Scale =1:54.5 PLATES GRP TCLL - 35.0 5x8 M1120= 1.15 TC 0.61 Ven(LL) -0.32 H-1 >999 360 6x8 M1120= TCD L - ].0 Lumber Increase 1.15 BC 0.69 N C D H-1 >682 240 7.00 12 3z6 M1120i Or W1 /3 WB 0.70 H=(TL) 0.34 F rVa ( BCIJ 7.0 3x6 M1120, Code IRC20064PI2002 (Matrix) 8 Wind(U-) 0.14 H4 >999 240 Weight: 111 Ib W5 E m W4 L I 800 101120= c5 A 91 J F G 1.5x4 M112011 lY 0 3X4 M1120 5x8 M1120= K3.50 12 5x8 M1120r Sz8 101120= 74-0 4-8-0 6-1-0 5-2-12 6.0-0 Mate Offsets KY): IAO -1-e Edcel 100-4-0 D1-111 ID:4S0 Edoel IF:0-2.11 DO.141 II:G5-00-3-101 IK:0-4.0 02.51 LOA61NG Pict) SPACING 2-0-0 CSI DEFL in (Icc) Udell La PLATES GRP TCLL - 35.0 Plates Increase 1.15 TC 0.61 Ven(LL) -0.32 H-1 >999 360 M1120 197/144 TCD L - ].0 Lumber Increase 1.15 BC 0.69 Ven(TL) .0.51 H-1 >682 240 BCL L 0.0 Rep Stress lncr VES WB 0.70 H=(TL) 0.34 F rVa are BCIJ 7.0 Code IRC20064PI2002 (Matrix) Wind(U-) 0.14 H4 >999 240 Weight: 111 Ib LUMBER BRACING TOP CHORD 2 x 4 SPF 165OF 1.5E TOP CHORD Structural Wood sheathing directly applied or 2.11-2 oc purlins. BOTCHORD 2 x 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud1Std REACTIONS (lb/size) A=1418/Mechanical, F=1579458 Max Horz A=-238(LC 3) Max UpliftA=285(LC 5), F=379(LC 6) FORCES (Ib)- Maximum Compression(Matlmum Tension TOP CHORD A -B=23510/449, B -C= 21971446, C- 2641/457, D -E= 343W513, E -F=-0201/659, F -G=0/62 BOT CHORD A -K= 355x1897, J -K= 36811965, 1-J=267/1884, H -I. 462/3615, F -H=4639610 WEBS B K=409/126, B -J=-1781180, C -J=87202, C -I=-13]/1041, D -k-131/1163, E-1= 638x327, E-H=W182 NOTES 1) Unbalanced rad live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=258; TCDL=4 2pd; BCDL=4.2pd; Category II; Exp C; enclosed; MWFRS (10 nse) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent Wrier panting. 4) This truss has been designed for a 10.0 list bottom chord live load nonconarrent Win any other five leads. 5) Refer to girder(s) for Truss to lass connections. 6)Beanng at joint(s) F considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should venty capacity of bearing surface. 7) Provide mechanical connection (by others) of alae to bearing plate capable of Withstanding 285 Ib uplift at joint A and 3791b uplift at joint F. 8) This Wss is designed in accordance vdth the 2006 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASES) Standard 7-0-0 14.0.0 164{q 224-0 1 294-0 �0-100 74-0 &e -o 14-0 7.0-0 7-0.0 t -s -o Scale = 1:60.3 Plate Offsets XV: A418Etl D4400-111 F.U2110414 1:0.500.3,10 K.640D25 5x6 M1120= 5x8 M1120= LOADING (Pat) SPACING N C D DEFL O Well L/d PLATES GRIP TCLL 35.0 7.00 12 1.15 TC 0.73 Vert(LL) -0.32 H-1 >999 360 M1120 197/144 W3 Lumcerinarease 1.15 3x6 M1120i Ved(TL) -0.64 11 >638 240 BCLL 0.0 1 3x4 MI120,' VVB 0.65 Horz(TQ 0.35 F No E ... BCDL 7.0 Code IRC2006YP12002 (Matrix) W5 m >999 240 Weight 116 lb W4 I M1120= F a3 n eA 38x10 M1120 3x8 % 1.5x4 MII205x8= K 5x8 101120> 3.50 12 5x8 M1120= 74-0 1 14-0-0 F 18-1-4 23-8-10 284-0 74-0 6-8-0 4-14 5-7-6 5-7-6 Plate Offsets XV: A418Etl D4400-111 F.U2110414 1:0.500.3,10 K.640D25 LOADING (Pat) SPACING 2-40 CSI DEFL In (loc) Well L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.32 H-1 >999 360 M1120 197/144 TCOL 7.0 Lumcerinarease 1.15 BC 0.70 Ved(TL) -0.64 11 >638 240 BCLL 0.0 Rep Stress Ina YES VVB 0.65 Horz(TQ 0.35 F No Na ... BCDL 7.0 Code IRC2006YP12002 (Matrix) Wind(LL) 0.15 H -I >999 240 Weight 116 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-6.6 oc Puffins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid calling directly applied or 1040 oc bracing. WEBS 2 X 4 SPF Stuci'Except- W3 2 X 4 Si 1650F 1.5E REACTIONS (lb/si7e) A=141OU-5.8, F=1571/45.8 Max Hoa A=-274(LC 3) Max Up1if1A=-293(LC 5), F-396(LC 6) FORCES (Ib)- Mammum Compression/Maximum Tension TOP CHORD A -B=-2321/462, &C=2091/426, C -D=-1669/430, D -E= 3287/584, E -F=-4195/888, F -G="2 BOT CHORD A -K= 382/1868, J-K-40fyi941, I -J=485/1885, H-1= 506'3518, F -H= 481/3603 WEBS B -K= 399/151, BJ= -355212, C -J= 169(740, D -J=-807/162, D-1-221/1940, E -I=-709/355, E -H=0/290 NOTES 1) Unbalanced rad live loads have been considered for this design. 2) Who: ASCE 7-05; 90mph; h=25ff; TCDL=4.2psf; BCDL-4.2psl; Category II; EV C; endosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; Lumber DOL --1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent rater ponding. 4) This truss has been designed for a 10.0 list bottom chord live load nanconcurrent Wth any other live loads. 5) Bearing at joint(s) F considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 6) Provide mechanical connection (by others) of taus to bearing plate capable of withslandirg 293 Ib uplift at joint A and 396 lb uplift at joint F. 7) Thls truss is designed in accordance with the 2006 International Residential Code sections R502.1-1.1 and R802.10.2 and referenced standard ANSV -PI 1. LOAD CASE(S) Standard 74-0 74-0 7.00 12 3x6 Mill B r✓/ W3 A N O 5x8 M1120= J 5x8 MII20= 1 3x4 M1120 3.50 12 74-0 3x4 M1120� 974 D H 8x10 M1120= 74-0 G 1.5x4 M1120\\ 1.6.0 Scale = 1:58.3 E ` \' IY F o 5x8 MII20 74-0 54-10 54-10 5-7-6 5.746 Plate Offsets (X y): (A0-1-8 Edce1 [E:0-2-11,0414). IH'0-5-00-3401 IJ:D4-Ol LOADING(pst) SPACING 2 -DO CSI DEFL in (loc) Mall Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.84 Ved(LL) -0.32 G -H >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.73 VedQL) .0.64 G -H >645 240 M11181-1 141/138 BCLL 0.0 Rep Bless lncr VES WB 0.33 Horz(TL) 0.35 E Na n/a BCDL 7.0 Code IRC20064PI2002 (Matrix) Wnd(LL) 0.15 H >999 240 Weigh1:11011, LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc Purim. BOTCHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling diredly applied or 10.0.0 oc bracing. V/EBS 2X4SPF SIudSid'Except- W22 X 4 SPF 1650F 1.5E REACTIONS (IWsrze) A=14100-5-8, E=1571/Mechanical Max Herz A= -288(1-C 3) Max Up1iftA--29,l 5), E=-390(LC 6) FORCES (Ib)- Maximum CompressioNMeximum Tension TOP CHORD A -B=2323472, 8-0=2111/457, C -D= 3299/594, D -E=-4181/662, E -F=0162 BOT CHORD A -J= 398//870, IJ= 415(1941, H-1=481/1705, GH= 5169513, E -G= 489/3587 WEBS BJ= 408(150, B-1= 358215, GI=417/349, C -H= 2382046, D -H= 749968, D-G=O282 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7-05; 90mph; h=25B; TCDL=4.2psf; BCD(-/.2psf; Category Il; EIy C; enclosed MWFRS (Icw-rise) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live lead nonconcurrent With any other live toads. 4) All plates are MT20 plates unless otherwise indicated. 5) Refer to girder(s) for firm to Was connections. 6) Prudde mechanical connection (by others) of fuss to bearing plate capable of withstanding 2961b uplift at joint A and 390 lb uplift at joint E. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and RBO2.10.2 and referenced standard ANWPl 1. LOAD CASE(S) Standard 5x 7-9-8 7-4-0 7-4-0 7x10 MII18H= Scale = 1:52.4 7 no l9 e H 3.50F1_2 5x6 M1120,1 3x4 M112011 1 5-7-6 1 11-242 16.10-2 ( 22-5-8 5-7-6 5-7.6 5-7-6 5-7.6 LOADING(psl) SPACING 2-00 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TO 0.72 Ven(LL) -0.18 E -F >999 360 MI120 197/144 TOOL 7.0 Lumber Increase 1.15 BC 0.73 Ven(TL) -0.31 E -F >856 240 MII18H 141/138 BCLL 0.0 Rep Stress Ina YES WB 0.89 HoM(Ty 0.23 0 We We .. BCDL 70 Code IRC2006rTP12002 (Matrix) Wnd(U-) 0.09 D -E >999 240 Weight: 91 to LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied a 241.15 oc purlins, except end venicals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 1060 pc bracing. WEBS 2 X 4 SPF Stud/SId'Except' W6 2 X 4 SPF 165OF 1.5E REACTIONS (b/sizo) D=1082/Mechanical,H=108211v7echanical Max Horz H= 257(LC 3) Max Uplif1D— 224(LC 6), H=-228(LC 6) FORCES (Ib)- Mannum Compression/Maximum Tension TOP CHORD A -B=1016/188, B -C=-2105/321, C -D=-3060/512, A -H=-1059/216 BOT CHORD GH= 199299, F -G= 53!947, E -F= 3712511, D -E=-364/2625 WEBB B-G=-512/117,B-F-15&1479,C-F=807/397,C-E=0294,A-G=-691132 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7-05; 90mph; h=2511; TCDL=4.2psf; BCDL-4.2psf; Category II; Exp C; enclosed; MWFRS (10 rise) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss no been designed for a 10.0 Psi boom Mad five load nonconcument With any other live loads. 4) All plates are MT20 Plates unless otherwise indicated 5) The Fabrication Tolerance at joint A= 4% 6) Refer to girder(s) for Truss to Ouse connections. 7) Protide mechanical connection (by others) of truss to bearing plate capable of withstandmg 2241b uplift at joint D and 228 Ib uplift at joint H. 8) This Uuss is designed in accordance With the 2OD6 International Residential Gods sections R502.1I.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE($) Standard 1.6-0 74-0 7-4-0 7-9-8 5x10 M1120= 0 3.50F1-2 WE u r 5x8 M1120= 3x4 M112011 Scale = 1:53.5 8-5-8 16-5-8 22.5-8 1 ' 8-5-8 8-0-0 6-0-0 Plate Offsets MY1: 18:03.3,0-1-21.10:0.4.002-51 ' LOADING (w1) SPACING 2.00 CSI DEFL in (loc) Wall t/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TO 0.72 Valli .0.21 B-H >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.60 Ven(TL) .0.40 B-H >655 240 9CLL 0.0 Rep Stress Inv YES WB D.58 Horz(TL) 0.21 F Na Na BCDL 7.0 Code IRC20067PI2002 (Matrix) Wndi 0.14 B-H >999 240 Weight: 9315 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-2.10 oc purlins, turmptenciveriicals. BOTCHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8 -OB oc bracing. WEBS 2 X 4 SPF SIudrStd' Except' WEBS 1Row at midpt O -G W7 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SPF 1650E 1.5E REACTIONS (INsiu) B=1240/0 -5-B, F=1076'0-5.8 Max Horz B=279(LC 5) Max Uplift B=-319(LC 5), F=223(LC 5) FORCES Ob)- Maximum CompressioNMaximum Tension TOP CHORD A-13=0/62, B -C- 29311717, C -D— 2613744, D -E-8621222, E -F=4030.239 BOT CHORD B -H=7802490, G -H— 172!162, F -G— 481105 WEBS C -H=-508286, D -H=-614/2004, D -G=-501/182, E -G=-118/643 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; goodish; h=25fl;TCDL=4.2psf;BCDL=4.2psl; Category 11; Exp C; enclosed; MWFRS(Io nse)gable antl zone; cantilever left and right exposed; Lumber DOL --1 .33 plate grip DOL --1 .33. 3) This truss has been designed for a 10.0 pal bottom clone live load nonconcurrent with any other live leads. 4) The Fabrication Tolerance at joint E = 4 5) Bearing at joinds) B considers parallel to grain value using ANSVLPI I angle to grain formula. Building designer shWitl verily cepacily, of bearing surface. 6) Provide mechanical Connection (by others) of truss to hearing plate Capable of Wihstanding 319 Ib uplift at joint B and M3 Ito uplift at joint F. 7) This truss is designed In accordance vnih the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVtPI 1. LOAD CASES) Standard 'l-6-0. 7-0-0 14-0-0 18-242 1 22-5-8 1-6-0 7-0-0 7-M 4-2-12 4-2-12 5x8 M1120= Scale = 1:52.6 3x4 M1120= 3x4 M112011 3.50 12 8-5-8 8-0-0 5x8 M1120- 3x4 M1120 - 60-0 LOADING (Pat) SPACING 2.0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plates lnaease 1.15 TC 0.58 Vert(Lly -0.20 B-1 >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Ved('L -0.38 B-1 >693 240 BCLL 0.0 Rep Stress Ica YES WB 0.49 Horz(TL) 0.20 G Na Na BCDL 7.0 Code IRC20D6/f P12002 (Matrix) Wnd(LL) 0.14 B-1 >999 240 Weight: 105 lb LUMBER BRACING TOP CHORD 2 X 4 SPF IWOF 1.5E TOP CHORD Structural wood sheathing directly applied or 3.5.3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling diredy applied a 7.6.2 oc bracing. WEBS 2 X 4 SPF SIUNStd'Except' WEBS 1 R at midpt F-G,D-H,E-G Wt 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) G=1076'0-5.8, 0-124005.8 Max Horz 8=388(LC 5) Mex UpIiBG=262(LC 6), B-286(LC 5) FORCES (Io)- Maximum CompressionMlaumum Tension TOP CHORD A-B=Q(62, B -C=2963728, GD= 2580'703, D -E=-578'151, E -F= 102, F -G= 16461 BOT CHORD B -I=909/2525, H-1=-260.4830, G -H=4141455 WEBS C -I=470'278, D-1=-631/1917, D -H=-714314, E.H=-1784568, E -G=-987/249 NOTES 1) Unbalanced root live loads have been considered for this design. 2) Wnd: ASCE 7-05; 90mph; h=25f1; TCDL=4.2psf; BCDL=1.2psi; Category 11; Exp C; andoseq MWFRS (tovrdse) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent vlater ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) Bearing at jdnps) B considers parallel to grain value using ANSVIPI 1 angle to gain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of vnthstanding 26210 upli8 at jdnt G and 286;b upli0 at joint B. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSV Ml 1. LOAD CASE(S) Standard 1 -1.6-0 1 6-0-0 1 12-" 16-5-8 1 22-5.8 1 1.8-0 6-0-0 6-0-0 4.5-8 5-0-0 m 5x10 M1120 - 1.5x4 M112011 5x5 M1120= D E F blob MIIZD % N u 3.50 F12 5x10 M1120= 3x4 M112011 8-5-6 16-5-8 22-5-8 1 8-5-8 B-0-0 6-M Scale: 1/4"=1' rn N n O N Q O Plate Offsets MY): IBA-3.3,D1.211D:0.5-0.0-1.21. IH:0-612,62-81 TOPCHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8.11¢ purine, except end vericals. BOTCHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-8-0 oc Dredng. WEBS 2 X 4 SPF Stud/Std WEBS 1Rov, at midpt F-G,D-H LOADING(Ps5 SPACING 2.0-0 CSIDEFL in (loc) Wall Ud PLATES GRIP TC35.0 Plates Increase 1.15 TC 0.85 Ve4(LL) -0.19 1 >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Ved(TL) .0.33 B-1 >803 240 BCU- 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.19 G Na Na BCDL 7.0 Code IRC20064P12002 (Matrix) Wnd(LL) 0.12 1 >999 240 Weight: 10011b LUMBER BRACING TOPCHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-8.11¢ purine, except end vericals. BOTCHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 7-8-0 oc Dredng. WEBS 2 X 4 SPF Stud/Std WEBS 1Rov, at midpt F-G,D-H REACTIONS (lb/size) G=1076'0-5-8, 8=1240/0-58 Max Horz B=339(LC 5) Max Up1i8G=-265(LC 6), B=-292(LC 5) FORCES (Ib)- Maximum CanpressionMlammum Tension TOP CHORD A -B -V62, B -C= 30091732, C -D=-2509'594, D -E=697/168, E -F=694/166, F.G=1037/280 BOT CHORD B -I=-872/2573, H-1= 321/1126, G -H= 7/24 WEBS C-1=466275, D-6451/1642, D -H=678275, E -H= 4977186, F -H= 250'1053 - NOTES 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7.05; 90mph; h=256; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; encased; MWFRS (lovtnse) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3)Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord INe load nonwncurrent vin any other live loads. 5) Bearing at joints) B considers parallel to grain value using ANSV/PI 1 angle to grain formula. Building designer should verify wpacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of WAhstanding 265 lb uplift at joint and 292 to uplift at joint B. 7) This truss is designed in accordance With the 2006 International Residential Code sections R502.11.1 and R802.10.2 ark referenced standard ANSV-PI 1. LOAD CASES) Standard 1-6-0 5-0-0 5-0-0 5x8 M1120= N D 6.5-8 6-0-0 Scale =1:44.5 1.5x4 M112011 5x6 IvIlli E F 3.50112 „ .. 5x10 M1120= 3x4 M112011 8-5-8 185.8 1 22-5-8 8-5-8 8-00 6-0-0 Plete OXSet51X 511: fB:0030.1.21 fD:0400.1.111 [H 0-6-12.0 LOADING(ps0 SPACING 2.00 CSI DEFL in (loc) Well Ud PLATES GRIP TOLL 35.0 Plates lrwrease 1.15 TC 0.70 Venial .0.18 H -I >999 360 M1120 197/144 TOOL 7.0 Lumber IMreaed 1.15 BC 050 Ved(Ty .0.32 &I >837 240 BOLL 0.0 Rep Stress Ila VES WB 0.87 Horz(TL) 0.19 G Na Na BODE. 7.0 Code IRC2DEGrrP120D2 (Matrix) Wnd(LL) 0.11 H -I >98B 240 Weight: 95 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing deadly applied or 3-10-9 be purlins, except and verticals. BOT CHORE) 2 X 4 SPF 165OF 1.5E BOTCHORD Rigid wiling directly applied or 7.11.13 oc bracing. WEBS 2X 4 SPF S1udrStd WEBS 1Row at micipt F-G,D-H REACTIONS (lb/size) G=1076'0.5.8, B=124110.68 Max Harz B290(LC 5) Max UpliftG= 268(LC 6), B=-293(LC 5) FORCES (toy Maximum Compression Maximum Tension TOP CHORD AB -0/62, B -C= 30051705, C -D= 2549/524, D -E=-856711, E -F=-853209, F -G=4038(204 BOT CHORD B -1 -80412568.H -I= -40711624,G -H--7/26 WEBS C-1-465/259, D -I=31511440, D -H= 924295, EH= 588727, F -H=287/1174 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 90mph; h=25X; TCDW1.2psf; BCDL=4.2pst; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed 1 -umber DOL=1.33 plate grip DOL=1 33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pet boftom chord live two nonconcerrent with any other live loads. 5) Bearing at loint(s) B considers parallel to grain value using ANSVIPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of fuss to bearing plate capable of withstanding 26810 uplift at joint G and 293 to uplift at Idnt B. 7) This truss is designed in accordance with the 20D61nternational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. LOAD CASE(S) Standard -1-6-0 4-0-0 8-0-0 1 12-9-4 1 17-8-4 1 22-5-8 1$-0 4-0-0 4-0-0 4-9-0 4-11-0 4-9-4 N 5x8 M1120= D 1.5x4 M1120 11 E 5x10 11.11120= F Scale = 1:42.7 3x4 M112011 G 8x10 M1120= 8x10 M820= 3x6 M112011 4-0-0 1 8.0-0 1 12-9-4 1 17-8-4 22-5-8 4-0-0 4.0-0 4-9-4 4-11-0 4-9-4 LOADING (lost) SPACING 2-0-0 CSI TOLL 35.0 Plates Increase 1.15 TC 0.83 TCDL 7.0 Umber Increase 1.151, BC 0.61 BCU- 0.0 Rep Stress Ina NO WB 0.87 BCDL 7.0 Code IRC2006fIPI20O2 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 OF 1600E 1.6E WEBS 2 X 4 SPF Slud/Std' Except' W22 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPF 165OF 1.5E REACTIONS (IWsize) H=3158/P5.8, B=271310.5.8 Max Horz B=246(LC 5) Max Uplift H=- 11 3), B-932(LC 5) DEFL in (loc) Wall Ud Vert(LL) -0.18 J -K 999 360 Verl(TL) -0.28 J -K >960 240 Horz(TQ 0.08 H Na Na Wind(U-) 0.13 J -K >999 240 BRACING TOP CHORD BOT CHORD WEBS 10x10 M1120= PLATES GRIP M1120 197/144 Weight: 122 lb Structural woad sheathing directly applied or 3.1.11 oc purlins, except end verticals. Rigid ceiling directly applied or 7-9.9 oc bracing. 1 Row at mitlpl F -H FORCES (Ib)- Maximum CompressioNMaximum Tension TOP CHORD A -8-0O1, &C -458(Y1529, C -D=4349/1522, D -E=3999/1470, E -F- 3997/1469, F -G=-5423, G -H=-184/88 BOT CHORD B -K- 1433/3832, K -L=4328/3868, 4M=-1328/3888, J -h1=-132&3668, J -N=-10022708, N.O=100212708, PP= 1002/'2708,1-P=-1002/2703, 1-0=-100212708, O -R-1001!2708, H -R=.1002/2708 WEBS C -K=137/114, D -K=-54811447, D -J=-303'456, E -J=-434218, F -J=646/1755, F-1-358'999, F -H- 3719/1373 NOTES 1) Wind: ASCE 7.05; 90mph; h=25X; TCDL-4.2psf; BCDL=4.2psf; Category II; Exp C; endosed; MWFRS (lowrise) gable end zone; cantilever left and right exposed; Umber DOL -1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water pons ing. 3) This Truss has been designed for a 10.0 psi bo8orn chord live load nonconarrent with my other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Wihstanding 1180 lb uplift at joint H and 932 lb uplift at joint B. 5) This was Is designed in accordance vin the 2006 International Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSVTPI 1. 6) Use Simpson Strong -Te LUS24 (4.10d Girder, 2-1 Od Tmss, Single Py Girder) or equivalent spaced at 2-0-0 oc max. starting at 100.12 from the left end to 21-3-4 to conned truss(es) J1 (1 ply 2 X 4 SPF) to front face 0 bottom chord. 7) RII all nail holes where hanger is in contact vin lumber. 8) Hanger(s) or other connection device(S) shall be provided sufficient to support concentrated load(s) 1123 lb Sam and 494 lb up at 800 on bottom Word. The design/selectio of such connection dev oe(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Regular: Umber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A -D--84, D -G=-84, B -H=44 Concentrated Loads (Ib) Vert: K= -1123(F) L= -348(F) M -348(F) N -348(F) 0=-348(F) P --348(F) 0= 348(F) R= -348(F) Job. Truss (Type qty Ply Ou 801040-08 D1 COMMON 1 1 Job Reference factional) EMG W hbl (IUNnu I-ALI$), UMI -IU! -Aub, lu U plV 1-6-0 5-3-0 5-3-0 5-3-0 5x6 M1120= D 7.V2a 5 Nov a YpU/ M I ex I austnes, Inc. Ino Jan 1V lu:1y=2uuI, page 1 5-3-0 1-6-0 Scale = 1:42.7 3x4 M1120= 7-0-0 7-0-0 5x6 M1120= 7-0-0 L9 LOADING 0 LOADING(pst) SPACING 2-00 ! CSI DEFL in (loc) Vdeft Ud PLATES GRP TCLL 35.0 Plates Increase 1.15 TO 0.33 Ved(LL) .0.06 H-1 >999 350 MI120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.30 Vert(TIL) .0.12 H-1 >999 240 BCLL 0.0 Rep Stress Ina VES WB 0.30 Horz(TL) 0.04 F III, We BCDL 7.0 Code IRC2006YP12002 (Matrix) Wind(LL) 0.03 H-1 >999 240 Weight: 79 lb LUMBER BRACING TOPCHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Structural Wood sheathing directly applied or 5.4.11 oc purlins. BOTCHORD 2 X 4 SPF 1650F 1.5E BOTCHORD Rigid wiling directly applied or 10-O0 oc bracing. WEBS 2X 4 SPF SturVStd REACTIONS (lb/size) B=1159/0-3.8, F=11591O3B Max Horz B=1g8(LC 4) Max Uplift B= 302(LC 5), F= 302(LC 6) FORCES (lb)- Maximum Compresslor/Maximum Tension TOPCHORD A-Bdy65, B-C=15gW312, C -D=-1375334, D -E=-1375/335, E -F= /5951312, F-G=(V65 BOTCHORD B-1=-250.11274, H -I=-79/860, F -H=171/1274 WERS C -I=-385207, D-1=4331498, D -H=4331498, E -H=385/207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-05; gOmph; h=2511; TCDL=4.2psf; BCDL=4.2psf; Category 11; Eqa C; enclosed; MWFRS (lownse) gable end zone; cantilever left and right exposed; Lumber D0L=1.33 plate grip DOL -1.33. 3) This truss has been designed for a 10.0 Psi bottom chad live load nonconcurrent With any other Ilve loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302111 uplift at joint B and 302111 uphit at joint F. 5) This truss is designed in aaxndance With the 20061ntemational Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSV lot 1. LOAD CASE(S) Standard 1� 0 .1-6-0 10-6-0 21-0-0 22.6-0 143-0 10.6-0 10-6-0 1-6-0 Scale = 1:42.7 4x4 M1120= 21-0-0 5x6 M1120- LOADING(ps0 SPACING 2-00 CSI DEFL In (loc) Well Ud PLATES GNP TCLL 35.0 Plates Increase 1.15 TC0,20 V(RI) -0.02 M rVr 120 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.06 Ven(TL) -0.02 M Nr 120 BCLL 0.0 Rep Stress Ina VES WB 0.11 Herz(TQ 0.00 L Na rVa BCDL 7.0 Code IRC2006TPI2002 (Matrix) Weight: 90 lb LUMBER BRACING TOPCHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural Wood sheathing drectly applied or 600 oc pudins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigd ceiling directly applied or 1000 oc bracing. OTHERS 2X 4 SPF Stud/Std REACTIONS (ILYsin) B -29921 -DD, R=17071-00, S--19621-00, T=195/21-00, U20W21-Q0, V=18721.0.0, 0-19621-00, P=195/21.0.0, 0-20021-00, N=18721-00, L=29921-00 Max Horz 8=198(LC 4) Max Uplift6=.BB(LC 5), S=d2(LC 5), T=.78(LC 5), U=.8WLC 5), V=47(LC 5), O= 70(LC 6), P= 79(LC 6), 0=-88(LC 6), N-47(LC 6), L=109(LC 6) Mart Grav B=299(LC 1), R=170(LC 1), 5=203(LC 9), T=195(LC 1), U=200(LC 9), V=187(LC 9), Q=203(LC 10), P=195(LC 1), 0--200(LC 10), N=187(LC 10), L299(LC 1) FORCES (Ib)- Maximum Compression/Maximum Tension TOP CHORD A-8-0,'64, B -C=-157/129, OD= 114/117, D -E- 77/114, E -F=69/143, F -G=-69/175, G -H- 69/169, H-1=-69(117, IJ=69160, J -K= 69/41, K -L- 89/53, L-"64 BOT CHORD B -V= 261139, U V=26/139, T -U=-26/139, S -T=-26/139, R -S-261139, 0-R=261139, P-0-.26/139, 0-P-26'139, N-0-26'139, L -N=-261139 WEBS G -R=14210, F -S=175/88, E -T-16"7, D -U=167/97, C -V=173189, H-0-47686, 1-P- 169198, J-0= 167197, K -N= 173189 NOTES 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7 05; 90mph; h25ft; TCDL=4.2psf; BCDL=4.2pst; Category 11; Exp C; snowed; MWFRS (IO rftle) gable end zone; cantilever len and right exposed; Lumber DO1=1.33 plate grip 001-1.33. 3) Truss designed for Wntl leads In the Bane of the truss only. For studs exposed to Wdnd (normal to the taco), see MiTek'Standard Gable End Detail' 4) This truss has been designed for a 10.0 ps(bolton chord We load nonconcurrent with any other live loads. 6) Al plates are 1.5x4 M1120 unless othercAse Indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2.00 oc. 8) Protide mechanical connection (by others) of truss to Dearing plate capable of withstanding 881b uplift at joint B, 721b uplift at jdm S, 78 Ib uplift at joint T, 891b uplift at joint U, 471b uplift at joint V, 70 to uplift at joint 0, 791b uplift at joint P, 88 Ib uplift at joint O, 471b uplift at joint N and 1091b uplift at joint L 9) This muss is designed in accordance w th the 2006 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVI-PI 1. LOAD CASES, Standard ss Job Truss , ype Ory Ply 0 L 801040 -OB Er COMMON 1 2 SPACING 2-40 CSI DER in (loc) Vdefl Job Reference clonal BMC W EST (IDAHO FALLS), IDAHO FALLS, ID 83402 0.i 1.6-0 3.3-0 3-3-0 5X8 M112011 3.3-0 7.020 s Nov 9 2007 MTak Indusldes, Ine. Thu Jan 1010:10:39 2008 Page 1 3-3-0 1&0 Scale =1:27.9 5X8 M1120 i 12X12 M112U= 12X12 MII2U= 4-10-8 3-3-0 4-10.8 N fg Plate Offsets (&)): (13'43-150.2.81 IF'43-0542.81 -' LOADING(psf) SPACING 2-40 CSI DER in (loc) Vdefl Vd PLATES GRIP - TCLL 35.0 Plates increase 1.15 TC 0.28 Ven(LL) -0.08 &1 >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.64 Verl(Ty -0.12 &I >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.43 Horz(TL) 0.02 F Na Na BCDL 7.0 Code IRC2006/fPI2002 (Matrix) W4nd(LL) 0.05 1 >999 240 Weight: 14211, LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 8 OF SS WEBS 2 X 4 SPF 165OF 1.512 'Except' W22 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std REACTIONS (lb/size) B=5782/45.8, F=3970'0-5-8 Max Horz B=-120(LC 3) Max UpIli1644(LC 5), F= 1327(LC 6) BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-7 be purlins. BOT CHORD Rigid ceiling directly applied or 1440 oc bracing. FORCES (lo)- Maximum Canpressia✓Maltlmum Tension TOP CHORD A -B-075, &C=-7242/214, C -D- 70712141, O -E=4997/1570, E -F-5174/1575, F -G=075 BOT CHORD B -J=48288202, J -K- 182&6202, 1-K=-182816202, 1-L- 1118/3928, H -L=4110/3928, H -M=-1294/4389, MN= -1294/4389, F -N=-1294/4389 VJEB.S GI=496/108, D-1=-056&5321, 4H=-34688, E -H=-167/107 NOTES 1) 2 -ply truss to be Connected together win 10d (0.131'xT) nails as follows: Top Words Connected as follows: 2 X 4. 1 row at 0.9.0 oc. Bottom mads connected as follow: 2 X 8. 2 rov at 0-3-0 w. Webs Connected as fdlows: 2 X 4 -1 row at 0-90 w. 2) Al leads are Considered equally applied to all plies, except if noted as front (F) w back (B) face In the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced rod live loads have been considered for this design. 4) Wind: ASCE 7-05; 9Dmph; h=25X; TCDL=4.2psl; BCDL=4.2ps1; Category II; Eery C; enclosed; MWFRS (low-rise) gable end zone; cantilever telt and right exposed; Lumber DOL -1.33 plate grip DOL -1.33. S) This truss has been designed for a 100 fast boflom Chad live lead nonconcurrent Wth any other live loads. 6) PrWde mechanical connection (by others) of Truss to bearing plate Capable of withstanding 1644 lb uplift at lent B and 132711, uplift at joint F. 7) This truss is designed In accordance wth the 2006 Internallonal Residential Cade sediaxv R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) Use Simpson Strong -Te HUS26 (14.140 Girder, 41 Od Trues, Single Ply Girder) or equivalent spaced at 240 oc max. starling at 411-4 from the TeX end to 247.4 to conned truss(es) B3 (1 ply 2 X 4 SPF) to back lace of bottom Word. 9) Use Simpson Strong -Te HGUS26 2 (241 64 Girder, &I ad Truss) or equivalent at L10-8 from the left end to connect truss(es) B1 GO (2 ply 2 X 6 DF) to back lace -d bottom chord. 10) Fill all not holes where hanger is in contact voth lumber. 1 t) Hangers) or other connection devlw(s) shall be prwded su81den110 support concentrated loads) 436 Ib down and 13911, up at &11.4, 34911,down antl 13711, up al 8-11-4, antl 271 I1, down antl 1421b up al 1411.4, antl 79511, down antl 2781b up at 12.94 on bottom Chatl. Toe desigNseledlon of sum connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Regular: Lumber Inaease=1.15, Plate Increase=1.15 Uniform twos (pit) Ven: A -D-84, D.G=84, &F-14 Concentrated Loads (lb) Veal: F=-795(13)1=-3559(8) J -1404(B) K= 14D4(B) L=-436(8) 16=-349(8) N= 271(8) l-" 6-6.0 4x4 M1120= 643-0 1-6-0 Scale = 1:26.3 13-0.0 lg Plate OXsets KY)' [B:0.1 -12.01.81,[H:0.1.12_0.1.8] LOADING (Pat) SPACING 2-00 CSIDEFL In (hoc) Well Ud PLATES GRIP TOLL 35.0 Plates Increase 1.15 TO0.20 Ven(LL) -0.02 I Nr 120 M1120 197/149 TOOL 7.0 Lumber Increase 1.15 BC 0.06 Vert(TQ -0.02 Nr 120 BCLL 0,0 Rep Stress Ina VES WB 0.05 Horz(TL) 0.00 H Na Na BCDL 7.0 Code IRC2000TPI2002 I(Matrix) Weight: 49 to LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2X 4 SPF StuNSld BRACING TOP CHORD Structural wood sheathing directly applied or 600 a purlins. BOTCHORD Rigid ceiling directly applied a 1000 oc bracing. REACTIONS (INsize) B--299/1 &00, H=299'13-00, L=16LV13-00, M=200/18-00, N=187/13-00, K=2Ml3-00, J=187/13.00 Max Horz 8=424(LC 3) Max UpliftB— l l9(LC 5), H=-135(LC 6), W -88(1-C 5), N= 47(LC 5), K-87(LC 6), J= 47(LC 6) Max Gray B=299(LC 1), H=299(LC 1), L=168(LC 1), VL208(LC 9), N=187(LC 1), K=208(LC 10), J=187(LC 1) FORCES (Ib)- Maximum CompressioNMaximum Tension TOP CHORD A -B=0/64, B -C=-89/85, OD— 69!10, D -E— 6a'114, E -F= 681108, F -G=-89/52, G -H-89137, H -1=N64 BOT CHORD B -N-13/96, M -N=13/96, bAb13/96, K -L=-1396, J -K=-1356, H -J-13196 WEBS E -L=-142/0, D -M=-1755@, C -N=-173/89, F -K=-17595, G -J= -17a'89 NOTES 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25X; TCDL=4.2psf; BCDL=4.2ps1; Category II; Exp C; enclosed; MWFRS (lowrise) gable end zone; cantilever left and right exposed 3) Truss designed for W nd locos in the plane of the truss only. For studs exposed to vend (normal to the lace), see MiTek'Standard Gable End Detail' 4) This truss has been designed for a 10.0 psi bottom Mud live load noncaumment Will any other live loads. 5) At plates are 1.5x4 M1120 unless otherwise indicated. 6) Gable requires continuous bottom word bearing. 7) Gable studs spaced at 2.00 oc. 8) Provide mechanical connection (by others) of buss to bearing plate capable of W thstanding 119 to uplift at joint B, 135 lb uplift at joint H, 88 to uplift at joint M, 471b uplift at joint N, 87 to uplift at joint K and 47 to uplift at joint J. 9) This puss is designed in accordance Wth the 2006 International Residential Code sections i IA and R802.102 and referenced standard ANSVI PI 1. LOAD CASE(S) Standard Lumber DOL=1.33 plate grip DOL -1.33. I 3-1-8 3.1-8 3-1.8 3-1-8 5x8 M112O= 08 M112O 8x10 M112O= 8x10 M112O= 48 M1120� Scale = 1:24.7 LOADING (psi) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2.00 Plates Increase 1.15 Lumber Increase 1.15 Rep Suess Ina NO Code IRC2006TPI2002 CSI TC 0.22 BC 0.37 WB 1.00 (Matrix) DEFL in (loc) Waft Ud Ven(U-) .0.07 F -G >999 360 Ven(TL) -0.11 F -G >999 240 Horz(TL) 0.02 E We We Wno(LL) 0.04 F -G >999 240 PLATES GRIP M1120 197/144 Weight: 128 lb LUMBER BRACING TOPCHORD 2 X 4 SPF 1650F 1.5E TOPCHORD Structural wood sheathing directly applied or 6.0-0 oc pu0ins. BOTCHORD 2X8DFSS BOTCHORD Rigid ceiling directly spoiled or iD-00 oc bradng. WEBS 2X 4 SPF SIudBid REACTIONS (IWsin) "997/0.10-12, E 617/13-10-12 Mac Hori 11 (LC 3) Mac UpliflA 1142(LC 5), E=-1142(LC 6) FORCES (Ib)- Maximum Compression/Madmum Tension TOPCHORD A -B= 643(Y1256, B -C= 53DW1265, C -D= -5701/14O2, D -E=-5823/1394 BOTCHORD A -H=-1076/4581, H-1= 1076!4581, G-1= 1076/4581, GJ= 717!3218, J -K=717/3218, F -K=-717/3218, F -L=-1150/4922, L -M=-1150'4922, E -M= 1150/4922 WEBS B -G=-78/150, C -G= 614/2656, C -F= 847/3324, D -F= 77/146 NOTES 1) 2 -pry truss to be connece0 together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2 X 4 -1 row at 09-0 ad. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9 0 as 2) Alt leads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(9) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless othenvise Indicated. 3) Unbalanced mol live loads have been considered for this design. 4) Wind. ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf1 BCDL=4,2pst; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 pet bottom diad live lead nonconament with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1142 lb uplift at joint A and 11421b uplift at joint E. 7) This truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1 and R8O2.10.2 and referenced standard ANSVrPI 1. 8) Use Simpson SIlong-Te HUS26 (14.100 Girder, 4-1 Dd Truss, Single Ply Girder) or equivalent spaced at 2-G0 oc max. sterling at 04.10 from the Taft end to 11.3-4 to conned truss(es) C1 (1 pry 2 X 4 SPF) to front face of bottom chord. 9) Fill all nail holes Mere hanger is in contact Win lumber. LOAD CASES) Slandard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Ven: A -C=-84, C -E=-84, A -E=-14 Concentrated Loads (lb) - Ven: A= -1068(F) H=1058(F)1=1068(F) J -1068(F) K= 1068(F) L=4557(F) M= -1557(F) fu -1-6-0 S-1-8 61%0 i 9.4-B 1 12-6-0 + 14-0-0 1-8-0 31-8 3-1-8 3-1-8 3-1-8 1$-0 Scale =1:26.9 5X6 M1120= 1-10-8 6-3-0 10.7-8 1 12-6.0 LOADING (Pat) SPACING 2-0-0 CSI DEFT- In (la) Well Vd PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.24 Ve 1 -0.03 F -G Nr 120 MII20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.08 Ven(Ty -0.03 F -G r1r 120 BCLL 0.0 Rep Slress Ina VES WB 0.16 Horz(TL) 0.00 H Na Na BCDL 7.0 Cade IRC20064PI2002 (Matrix) Weight: 56 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stucl/Std REACTIONS (Ib'size) Ld30'8-9-0,J=404/8-90, H=5301990, 1=12/8.90, K=12/8.90 Max Harz L-120(LC 3) Max Uplif1L-247(LC 5), J-109(LC 5), H=260(LC 6) Max Grav L=568(LC 9), J=404(LC 1), H=568(LC 10), 1=72(LC 2), K=72(LC 2) FORCES (lo) - Ma)imum Canpressio,'JMatlmum Tension TOP CHORD A.B 0/64, B -C= 3081593, OD=32/178, D -E=-13/178, E -F=309/593, F -G=0164 BOT CHORD B -L=455/353, K -L= 108/152, J -K=-106/152, 1-J= 106/165, H-1=106/165, F -H=-455/351 WEBS C -L=-6391300, C -J=64/63, D -J=-37457, E -J=-54153, E -H=-639/315 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 640 W bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.05; 90mPh; h=25f1; TCD1=4.2psf; BCDL=4.2ps; Category II; Exp C; endoaeq MWFRS (low.nse) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33. 3) Truss designed for wind leads In the plane of the truss only. Fa studs exposed to Wind (normal to the face), see Mil-ek'Slandard Gable End Detail' 4) This thus has been designed for a 10.0 pat bottom chord live load nonoonoarrent with any other live leads. 5) All plates are 1.5x4 M1120 unless otherwise Indicated. 6) Gable Muds spaced at 2-0-0 oc. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 to uplift at joint L, 109 to uplift at joint J and 2601b uplift at joint H. 8) Nan Standard bearing condAion. Review required. 9) This truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVfPI 1. LOAD CASE(S) Standard I I 1-6.0 4-3-0 4x4 M1120= C 4-3-0 146-0 Scale = 1:19.3 LOADING(pst) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2-0-0 Plates Increase 1.15 Lumber lnaease 1.15 Rep Stress Ina VES Code IRC2006ITP12002 CSI TC 0.23 BC 0.16 WB 0.22 (Matrix) DEFL in (loc) Vdefl Ud Ven(LL) -0.02 B -F >99B 360 vvV(TL) -0.04 B -F >999 240 Hom(TL) 0.03 D r/a We Wnd(LL) 0.01 F >999 240 PLATES GRP MII20 197/144 Weight: 27 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Slrudural wood sheathing dredly applied or SPO oc purins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X 4 SPF Rud/Std REACTIONS (lb/size) B=54703-8, D=547/0-3.8 Max Herz B-84(LC 4) Max Upliti 78(LC 5), D=478(LC 6) FORCES (Ib)- Maximum CanpressiDWMapmum Tension TOP CHORD A.B=0/63, B -C=-713/41, GD= -713/52, D -E=0/63 BOTCHORD SF=01542,D-F=01542 WERS C -F-0`357 NOTES 1) Unbalanced rad we loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; h=25X; TCDL=4.2psf; BCDL=4.2ps1; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right expoeed ; Lumber DOL -1.33 plate grip DOL --1.33. 3) This buss has been designed for a 10.0 psf bottom Mad five lead noncencurrent Wth any other live leads. 4) Bearing at joint(s) B, D considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should venty capacity of bearing surface. 5) Provide meMenical connection (by others) of truss to bearing plate capable of withstanding 178 to uplift at joint 8 and 178 Ib uplift at joint 0. 6) This Imes Is designed in accordance vnth the 2006 International Residential Code sections R502.11.1 and RB02.10.2 and referenced standard ANSI/TPI 1. LOAD CASES) Standard 8-0-0 16-0-0 l 8-0-0 6X8 Mlli 8-0-0 Scale = 1:57.3 E F G HI Q P O N M L K J 3x4 MIli 16-M LOADING (PSI) SPACING 2-00 CSI DEFL in (loc) Well t/d PLATES GRIP TCLL 35.0 Plateslnorease 1.15 TC 0.05 Ved(LL) W2 - We 999 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.02 Verl We - Wa 999 - BCLL 0.0 Rep Stress Ina YES WB 0.15 Horz(TQ .0.00 J We Wa BCDL 7.0 Code IRC2006TPI2002 (Matrix) Weight: 101 It, LUMBER BRACING TOPCHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 600 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 1000 oc bracing. WEBS 2X 4 SPF Slud/Std WEBS 1Row at midpt E-N.F-M,G-L,H-K, IJ OTHERS 2X 4 SPF Stud/Std REACTIONS (IWsize) A=63/1600, J- 3/1600, 0=202/1600, P=195/1600, 0=197/16-0Q N=195/1&00, M=195/1600, L413116-00, K=11 W1G0-0 Max Horz A=374(LC 5) Max UptiftA=-32(LC 3), J= 24(LC 2), Q-167(LC 5), P=-159(LC 5), 0=468(LC 5), N= 97(LC 5), M=.70(LC 3), L-72(LC 3), K= 25(LC 3) Max GravA=381(LC 5), Q=202(LC 1), P=195(LC 1), 0=197(LC 1), N=195(LC 1), M=202(LC 10), L=213(1 -C 1), K=116(LC 1) FORCES (Io)- Maximum Coopression/Manmum Tension TOP CHORD A-8-519/66, B -C=-381/64, OD= 232/64, OE=.8064, E -F=-2/2, F -G=0'0, G-H=O'0, H-1=00 BOT CHORD A -Q=-00, P -Q= -O'0, O-P=-dO, N-0- O'0, M -N=0/0, L -M-/0, K -L=0/0, J-K=G'0 WEBS B-0- 164/169, C -P- 161/179, D.0-169/184, E -N=467/114, F -M- 174/87, G -L=-184/89, H -K=-88'42 IJ= -8/4 NOTES 1) Unbalanced roof live loads have Ogen considered for this design. 2) Wind: ASCE 7-05; 9Dmph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (IO rise) gable end zone; canldever left and night exposed Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs elycsed to Wind (normal to the face), see MiTek'Standard Gable End Detail' 4) Provide adequate drainage to prevent water poking. 5) This truss has been designed for a 10.0 psf Dorton chord live load nolconcurrent with any other live loads. 6) All plates are 1.5x4 M1120 unless ohervi Indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2.00 M 9) Protide mechanical connection (by others) of Wes to bearing plate capable of Wihstanding 3211, uplift at joint A, 2410 uplift at joint J, 167 lb uplift at joint 0, 15911, uplift at joint P,.168 Ib uplift at joint O, 9711, uplift at joint N, 70 lb uplift at joint M, 72 lb uplift at joint L and 25 lb uplift at Joni K. 101 This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSV -PI 1. LOAD CASES) Standard Y 4 0 3x4 M1120// L K J 6-8-0 6-8-0 44 M1120 - L7 Y -4 0 H 3x4 M1120\\ Scale = 1:46.2 LOADIM(psl) SPACING 200 CSI DL in (Iw) Well Ud PLATES GRP TCLL 35.0 Plates Increase 1.75 TO 0.08 Vert(LL) Na - Na 999 M1120 197/144 TCOL 7.0 Lumber Increase 7.15 8C 0.08 Vert(TL) Na Na 999 BCLL 0.0 Rep Stress trip VES W13 0.13 Ho.2(TL) 0.00 G We No BCDL 7.0 Cade IRC2W&TPI2002 (Matrix) Weight: 62 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural mod sheathing directly applied a 000 oc pur ins. BOTCHORD 2 X 4 SPF 165OF 1.5E BOTCHORD Rigid calling directly applied or 10.0.0 oc bracing. OTHERS 2 X 4 SPF Slud/Std REACTIONS (Ib/size) A-134/13.4.0, G=134/134.0, J=126113.4.0, K=177/1340, L=2WI3.4.0, 1=177/13.4.0, Hm250/13-4.0 Max Horz A=-241(LC 3) Max UpliftA-74(LC 3), G=-40(LC 4), K-139(LC 5), L=-209(LC 5), 1=-137(LC 6), H=-209(LC 6) Max Grav A=166(LC 4), G=134(LC 1), J=135(LC 6), K=186(LC 9), L=250(LC 1), 1=186(LC 10), H250(LC 1) FORCES (Ib)- Madmum Canpression/Mapmum Tension TOP CHORD A-8— 230/132, &C=-1231112, C -D=-114/137, D -E=-114/120, E -F=-12&66, F -G-201/67 BOTCHORD A -L= 5&181, K -L=581181, J -K— 5&181, IJ= -5&181, H-1= 5&181, G -H-5&181 WEBS D -J=120/0, C -K-1661167, B -L=-197/20$ E-1=1661160, F -H=-197208 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7.05; 9Cmph; h=25X; TWb7.2psf; BCDL=4.2psl; Category 11; Exp C; enclosed; MWFRS (lownse) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for mind loads in the plane of the truss only. For studs exposed to Windt (normal to the face), see MiTek *Standard Gable Ertl Dean' 4) This buss has been designed for a 100 pet bottom chord live load noncom Trent Win any other live loads. 5) All plates are 1.5x4 MI 120 unless othervse indicated. 6) Gable requires continuous bottom chortl bearing. 7) Gable studs spaced at 2-00 oc 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 lb uplift at joint A 40 lb uplift at joint G, 1391b uplift at joint K, 209 to uplift at joint L, 137 lb uplift at joint I and 209 lb uplift at joint H. 9) This truss is designed in accordance with the 2006 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard! ANSVrPI 1. LOAD CASE(S) Standard i ob Truss Type Ory Py04 10104008 J1 MONOTRUSS 16 1 Jab a Nov 9 01)7 Mi EMC WEST (IDAHO FALLS), IDAHO FALIS, ID 83402 7.020 s Nov 92007 MTek Intlusl4ea, Inc. Thu Jan 1010:10:432008 Page 1 1.6-0 8-0-0 1.5x4 M1120 I I Scale = 1:29.1 3x4 M1120— LOADING (psf) 1120= LOADING(ps0 SPACING 2-0-0 CSI DER. in (loc) Waft m/e PLATES GRP TCLL 35.0 Plateslnaease 1.15 TC 0.23 Vee(Lly .0.20 B-E >468 240 MII20 197/144 TCOL 70 Lumber lncr 1.15 BC 0.44 VBQTL) .0.41 B-E >228 180 BCLL 0.0 Rep Stress Ina YES WE 0.16 HmdTL) 0.00 E We We BCDL 7.0 Code IRC20067PI2002 (Matrix) Weight: 32 to LUMBER BRACING TOPCHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pu4ins, except end verticals BOT CHORD 2 X 4 SPF 16501'1.5E BOT CHORD Rigid ceiling directly applied or 1040 m bracing. WEBS 2 X 4 SPF StucVSte REACTONS (ID/size) E=36211vlecnanical, B=538/&M Max Horz B--244(LC 5) Max UpIiBE=-141(LC 5), B-1 36LC 5) FORCES (Ib)- Mazmum CanpressiorVMeximum Tension TOP CHORD A -B=0/65, B -C= 431/37, GD=40033, D -E= -136x/9 BOTCHORD B -E=165@96 WEBS C -E=342/191 NOTES 1) Wind ASCE 7-05; 90mph; h25ft; TCDL=4.2ps1; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (lowrise) gable end m e; cantilever left and right exposed; Lumber DOL=1.33 plata grip DOL=1.33. 2) This truss has been designed for a 10.0 tuff bottom chord live loatl nommrcurrent with any niter live loads. 3) Refer to girder(s) for truss to truss connections. 4) PrWde mechanical connection (by others) of miss to bearing plate capable of withstanding 141 Ib uplift at joint E and 136 to uplift at joint B. 5) This Ini is designed in accordance Win the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI//PI 1. LOADCASE(S) Standard 0 Scale = 1:18.8 LOADING(psf) SPACING 2-0.0 CSI DEFL in (toc) Vdefl Vd PLATES GRIP TCLL 35.0 Plales Increase 1.15 TO 0.53 Ved(LL) .0.06 B -D >999 360 M1120 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0.25 Verl .0.13 B -D >637 240 BOLL 0.0 Rep Stress Ina VES I WB 0.00 Horz(TL) -0.00 C r/a W2 SOUL 7.0 Code IRC20064PI2002 (Matrix) Wntl(LL) 0.00 B "" 240 Weight: 17 to LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural Wood sheathing directly applied or 5-11.11 oc pudlns. BOTCHORD 2 X 4 SPF 1650F 1.6E BOTCHORD Rigid ceiling directly applied or 10A0 oc bradng. REACTIONS (INsize) C=222/Mechanical, 8=450/0.3-8, D�1/MeManical Max Horz 8=197(1-C 5) Max Up1iftC=.124(LC 5), B= 130(LC 5) Max Grav C=222(LC 1), B=450(LC 1), D=99(LC 2) FORCES (lb)- Maximum Canpression/MaAnnum Tension TOP CHORD A -B=0165, B -C= 137/90 BOTCHORD B -D --On) NOTES 1) W nd: ASCE 7 05; 901 h=25ft; TCDL=4.2psf; BCDL=/.2psf; Category II; Exp C; enclosed; MWFRS (low-nse) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL --1.33. 2) This truss has been designed for a 10.0 pill boftan shad live load nonconwrrent with any other live loads. 3) Refer to girdegs) for truss to truss connectors. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint C and 130 to uplift at joint B. 5) This truss is designed in accordance with the 2006 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSV'PI 1. LOAD CASES) Standard A Scale =1:14.1 LOADING(Psf) SPACING 200 Cat DEPL In 0.) Vdefl Ud PLATES GNP TOLL 35.0 Plates Increase 1.15 TO 0.23 Ved(LL) -0.01 B -D >999 360 M1120 /97/144 TOOL TO Lumber lOCrease 1.15 BC 0.11 Ved(TL) -0.02 B -D >999 240 BOLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) .0.00 C rVa rVa BCDL 7.0 Code IRC20MTP12002 (Matrix) Wnd(LL) 0.00 B "" 240 Weight: 12 to LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (IbSize) C=127/Mednaniwl, B=383/03-8, 0=27/Mechanical Max H07 B=149(LC 5) Max Upirti C= 68(LC 5), B=12B(LC 5) Max Gray C=127(LC 1), B=363(LC 1), 0=65(-C 2) FORCES (Io)- Maximum Compression/Madmum Tension TOPCHORD A-B=0/65,B-C=-101/50 BOTCHORD B-D=GrO BRACING TOP CHORD SVudural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly appied or 10-60 oc bracing. NOTES 1) Wind: ASCE 7-05; 90mph; h=25f1; TCDL=1.2ps1; BCDL=4.2psf; Category 11; Exp C; endoseq MWFRS (lowrise) gable end zone; cantilever left and right exposed; Lumber DOI-1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psi bollom diord live load nonconW nerd with any other live loads. 3) Refer to girders) for tmss to truss oonnediore. 4) Provide mechanical connection (by others) of those to bearing pate capable of withstanding 68 lb uplift at joint C and 128 lb uplift at joint B. 5) This miss is designed in accordance with the 20051nternational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard A Scale = 1:9.5 LOADING(psf) SPACING 2-0.0 CSI DEFL in (lac) Wall Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.20 Ved(LQ -0.00 B x999 350 M1120 197/144 TCDL 7.0 Unrberincrease 1.15 BC 0.03 Vert(iL) -0.00 B -D >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) .0.00 C Na Na BCDL 7.0 Code IRC20084P12002 (Matdz) Wni 0.00 B "^ 240 Weight: 7 l LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E REACTIONS ath/size) X285/0,3 8, D=14/Mechaniml, C=26'Mechanical Max Horz B=101(LC 5) Max Uplift B=-133(15), C-16iLC 6) Max Grav B285(LC 1), D=33(LC 2), C26(1 -C 1) FORCES (Ib) - Maximum Compressiordkommum Tension TOP CHORD AB�V(54, B -C= 72/10 BOTCHORD B-D=N0 BRACING TOP CHORD Strudural Wood sheathing directly applied or 1.11.11 oc purlins. BOT CHORD Rigid ceiling directly applied or lGDO oc bracing. NOTES 1) Wind ASCE 7.05; 90mph; h=258; TCD1a1.2psf; BCDL=4 2pst; Category II; Ery C; enclosed; MW RS (lcvtnse) gable end zone; cantilever left and night exposed; Umber DOI -1.33 plate grip D0L-1.33. 2) This Imes has been designed for a 10.0 psi bottom Chad live load nonconwhent With any other live loads. 3) Refer to girder(s) for tmss to Imss connections. 4) Provide mechanical connection (by others) of tmss to bearing plate capable of Withstanding 133 to uplift at joint B and 16 lb uplift at joint C. 5) This buss is designed in accordance With the 2006 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSVtPI 1. LOAD CASE(S) Standard A 16-0 2-M O MIi Scale = 1:9.5 LOADING(psf) SPACING 2-0-0 CSI DER in (loc) Wen Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.21 VeN(LL) -0.00 B >999 360 M1120 197/144 TOOL 7.0 Lumber resInuease 1.15 BC 0.02 Ved(TL) -0.00 B -D >%9 240 BCLL 0.0 Rep Sts lncn YES NIB 0.00 Horz(TL) 0.00 Na We BCDL 7.0 Code IRC200STP12002 (Matrix) Wind(LL) 0.00 B "" 240 Weighl: 81b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2.0.0 oc pur ins, except end vedicals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bradng. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) B=286/0-5.8, D=28rMedlanical Max H=B=98(LC 5) Max UpiftB= 137(LC 5), D=-6(LC 6) Max Grav B=286(LC 1), D=33(LC 2) FORCES (Ib) -Maximum CompressiWMadmum Tension TOP CHORD A -B=065, B -C=72/10, GD= -21/13 BOTCHORD &"0 NOTES 1) Wind: ASCE 7-05; 90mph; h=2511; TCDL A.2ps1; BCDLA.2psf; Category 11; Exp C; endosed; MVJFRS (1a ise) gable end zone; cantilever left and right exposed; Wmber DOL=1.33 plate grip DOL=1.33. 2) This buss has been designed for a 10.0 psf boftom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for buss to truss connedions. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1371b uplift at joint B and 6 to uplift at joint D. 5) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 end R802.10.2 and referenced standard ANS/TPI 1. LOAD CASE(S) Standard 2-1-7 5-7-14 5-7-14 5x6 M112011 Scale = 1:27.8 1.bx4 MII2u II oxo MuN= NOTES 1) Who: ASCE 7-05; g0nph; h=25ft; TCDL=4.2psi; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (Io nse) gable end zone; cantilever left and right exposed; Umber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psi bottom chord live load noncomaluent Wdih any other live loads. 3) Refer to girder(s) for truss to mum coatectlons. 4) Protide mechanical connection (by others) of truss to bearing plate capable of Withstanding 3361b uplift at joint F and 278 Ib uplift at joint B. 5) This truss is designetl in accordance With the 20061nternational Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVI-PI 1. 6) Hanger(s) or other connection deNce(s) shall be provided Sufficient to supped concentrated Ioad(s)17 to doxn and 68 Ib up at 2.10.4, 171b down and 581b up at 2-1 D4, 431b down and 581b up at 5-8-3, 431b down and 581b up at 5-8-3, and 1381b down and 114 to up at 8-6.2, and 1381b down and 114 to up at 8-6.2 on ..top chord, and 1 to up at 2-10-4, 1 Ib up at 2.10.4, 31 Ib down at 5-8-3, 31 Ib coven at 5-8-3, and 0 to down at 8-6-2, and 65 lb down at B-6-2 on bottom chord. The deslgn'selection of such connection deNce(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) a back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Leads (pit) Ver: A-13-84, D -E= 14, B -F=14 . Concentrated Loads (Ib) Ved: C= -86(F= 43, 8=-43) G= 25(F_ 13, 8=-13) H=116(1`dB, B=58)1= 276(F=-138, B=-138) J=1(F=O, B=0) K= -53(F=-27, 6=-27) 5-7-14 5-7-14 Nite Offsets (X)O: I1342.7 Ecidel LOADING (Pat) SPACING 20-0 081 DEFL in (loc) Well 1/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.70 Ver(U-) -0.05 F -G >999 360 M1120 197/144 TCOL 7.0 Lumber Increase 1.15 BC 0.41 VeQfL) -0.10 F -G >999 240 BCLL 0.0 Rep Stress Ina NO WE 0.63 Horz(TL) 0.02 F rVa his BCDL 7.0 Cade IRC2006rrPI2002 (Matrix) Wnd(LL) 0.02 G .999 240 Weight: 431b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural Wand sheathing dlredy applied or &0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E 1307 CHORD Rigid setting directly applied or 1000 on braong. WEBS 2 X 4 SPF SIUd/Sid'Except' W1 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) F=789/Mechanical, B=795/0-5-11 Max Hoa 8=245(LC 5) Max UpliftF-336(IC 5), B=278(LC 5) FORCES (Ib) - Maximum CampressioNMa>umum Tension TOP CHORD A -B -W69, B -H=-0031/272, C -H=.914/280, C -I=-230'54, D-1= 47/47, OE= -2/0, OF= -343'199 BOT CHORD B -J= 3591894, G -J=353/&94, GK= 35&894, F -K=359/894 WEBS C -G=01322, C -F=8791347 NOTES 1) Who: ASCE 7-05; g0nph; h=25ft; TCDL=4.2psi; BCDL=4.2psf; Category II; Exp C; enclosed; MWFRS (Io nse) gable end zone; cantilever left and right exposed; Umber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psi bottom chord live load noncomaluent Wdih any other live loads. 3) Refer to girder(s) for truss to mum coatectlons. 4) Protide mechanical connection (by others) of truss to bearing plate capable of Withstanding 3361b uplift at joint F and 278 Ib uplift at joint B. 5) This truss is designetl in accordance With the 20061nternational Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVI-PI 1. 6) Hanger(s) or other connection deNce(s) shall be provided Sufficient to supped concentrated Ioad(s)17 to doxn and 68 Ib up at 2.10.4, 171b down and 581b up at 2-1 D4, 431b down and 581b up at 5-8-3, 431b down and 581b up at 5-8-3, and 1381b down and 114 to up at 8-6.2, and 1381b down and 114 to up at 8-6.2 on ..top chord, and 1 to up at 2-10-4, 1 Ib up at 2.10.4, 31 Ib down at 5-8-3, 31 Ib coven at 5-8-3, and 0 to down at 8-6-2, and 65 lb down at B-6-2 on bottom chord. The deslgn'selection of such connection deNce(s) is the responsibility of others. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) a back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Leads (pit) Ver: A-13-84, D -E= 14, B -F=14 . Concentrated Loads (Ib) Ved: C= -86(F= 43, 8=-43) G= 25(F_ 13, 8=-13) H=116(1`dB, B=58)1= 276(F=-138, B=-138) J=1(F=O, B=0) K= -53(F=-27, 6=-27) F ...a, Mu<v 11 2-9-15 2-1-7 Scale = 1:9.4 LOADING(psl) SPACING 2.0.0 CSI DEFL in Roc) Web UO PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.45 VBn(LL) .0.00 C -E >999 360 MII20 187/144 TCDL 7.0 Lumber Increase 1.15 BC 0.04 VmT-) .0.00 C -E >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 C Na Na BCDL 7.0 Code IRC2W64PI2002 (Matrix) Wnd(LL) 0.00 E —' 240 Weight: 10 to LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2.9-15 oc airline, except end verticals. BOTCHORD 2 X 4 SPF 1650F 1.5E BOTCHORD Rigid ceiling directly applied or 160.0 oc bracing. WEBS 2X 4 SPF Studled REACTIONS (lb/size) E=37/Mechanical, 012043-5.11 Max Horz E=40D(LC 6) Max UpliXE=41(LC 5), C= 209(LC 6) Max Grav E=53(LC 2), C=120(LC 1) FORCES (lb)- Maximum CompressioNMadmum Tension TOP CHORD B-E-20(24,A-B--10/0,B-C-85/7,C-D-0/69 BOTCHORD E-F=dO,C-E-0/100 NOTES 1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2pst; BCDL=4,2psf; Category II; Exp C; enclosed; MWFRS (Iowdae) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This Truss has been designed for a 10.0 psi bottom chord live load nonconarrent vein any other live loads. 3) Refer to giroer(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of Wilistandirg 11 to uplift at joint E and 209 Ib uplift at joint C. 5) This truss is designed in accordance with the 2006 International Residential Code sedions R502.11.1 and R802.10.2 and relerenceo standard ANSVrPI 1. LOAD CASE(S) Standard 13.8.8 4x4 MI120= G 13.6-8 Scale = 1:49.8 3x4 M1120 i X W V U T S R O P O N 3x4 i 54 M1120= 27-1.0 LOADING(Psf) SPACING 2-&0 CSI DER in (loc) Well L/d PLATES GRIP TCU. 35.0 Plates Increase 1.15 TC 0.11 Verl(LL) rva - r/a 999 M1120 197/144 TCDL 7.0 Wmber lnvease 1.15 BC 0.07 Ved(TL) Na - We 999 BCU. 0.0 Rep Stress lnW VES WE 0.17 Horz(TQ 0.01 M We We BCDL 7.0 Cade IRC20064PI2002 (Matrix) Weight: 118 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural v sheathing directly applied or &0.0 oc W dins. BOTCHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2 X 4 SPF SIuNSId REACTIONS (lb/size) A=13427.1.0, M=13427 -L0, S=17027-1-0, T=196@74.0, U=19427 -h0, V=205274.0, W=158/274-0, X=30227.1.0, R=19&27.1-0, 0=194/27-1-0, P=20527-1-0, 0=158274-0, N=30227,1-0 Max Horz A=-238(LC 3) Max UpliftA=-45(LC 3), T-68(LC 5), U-81 (LC 5), V-81 (LC 5), W- 53(LC 5), X- 120(LC 5), R=-66(LC 6), 0-82(LC 6), P=-81 (LC 6), 0=-63(LC 6), N= 120(LC 6) Max Grav A=134(LC 1), M=134(LC 1), S=170(LC 1), T=203(LC 9), U=1911), V205(LC 9), W=/58(LC 1), X=302(LC 9), R=203(LC 10), 0=194(LC 1), P=205(LC 10), 0=158(LC 1), N=302(LC 10) FORCES (Ib)- Manmum Compression/Maximum Tension TOP CHORD A -B-204146, a -C-151/136, C -D=417/133, D -E= 7&127, E -F-70'162, F -G-69/194, G -H=-691187, H-1- 70/137, 1-J-70'84, J -K-67/44, K -L--7914, L -Ab -11&55 BOT CHORD A -X-44/130, W -X=-44/130, V -W=-441130, U -V- 441130, T.U--44/130, S -T=-44/130, R -S=-44/130, PR= -44/130, P-0=-441130, 0-P=44/130, N-0= 44/130, M -N-44/130 WEBS G -S=442/0, F -T=-17595, E -U- 167/98, D -V=-173/97, C -W-14&83, B -X=-23&130, H -R=47&83,1.0=467/99, J -P 17397, K-0=44&83, L -N-23&130 NOTES 1) Unbalanced roof INe loads have been considered for this design. 2) Wind; ASCE 7.05; 90mph; h=25f1; TCDL-1.2psf; BCDL=4.2psf; Category II; Ely C; ends MWFRS (lovrdse) gable end zone; cantilever left and right exposed; Lumber DOL -.1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom Mord live load nonconwhent With any other live loads. 4) Al plates are 1.5x4 MI 120 unless othenese indicated. 5) Gable requires continuous bottom Mord bearing. 6) Prwtde mechanical connection (by others) of Was to bearing plate capable of Withstanding 45 lb uplift at joint A, 68 lb uplift at joint T, 81 Ib uplift at joint U, 81 Ib uplift at joint V, 63 to uplift at joint W, 120 lb uplift at joint X, 661b uplift at joint R, 82 lb uplift at joint 0, at Ib uplift at joint P, 63 lb uplift al joint O and 1201b uplift at joint N. 7) This truss is designed in accordance Win the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard