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Home My WebLink AboutTRUSS SPECS - 17-00193 - 1140 Monroe Dr - SFRc Nae Nss ype y y KARTCHNER (8287 HUNTINGTGNA 17A44378T A01 Common 7 1 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, IU U44V2 Y F banrvszfi 7e Scale: 3/16"=1' 5x8 = 5x8 = 5x8 = 5x8 = 9-3-0 18-8-0 27-9-0 37-0.0 93-0 &3-0 9-30 93-0 Plate Offsets (X Y) [B:0-8-u-0-61. [C:0-4-0.0-3-01. (G:0-4-0.0-3-01, Sheathed or 3-1-11 oc purlins. [H:0-8-0,0-0-61, [J:0 -4-0,U-3-01, [K:0-4-0.0-3-01. IL:04-0 0-3-01 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.30 J -K >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.57 VerICrQ -0.50 J -K >871 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.29 HOrz(TL) 0.16 H n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.11 K >999 240 Weight: 1741b FT=20% LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1600F 1.6E WEBS 2x4 DF Stud/Std *Except` W1,W2: 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BRACING - TOP CHORD Sheathed or 3-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. WEBS 1 Row at midpt F -K, D -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1899/0-5-8 (min. 0-2-0), H=1899/0-5-8 (min. 0-2-0) Max Horz B=172(LC 12) Max UpliftB=-372(LC 8), H=-372(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3373/625, C -D=-3008/575, D -E=-2115/441, E -F=-2115/441, F -G=-3008/576, G -H=-3373/625 BOT CHORD B -L=-637/2895, L -M=428/2366, M -N=428/2366, K -N=-42812366, K -O=-281/2366, O -P=-281/2366, J -P=-281/2366, H -J=-465/2895 WEBS E -K=-243/1307, F -K=-8541331, F -J=-98/508, GJ=4441231, D -K=-854/331, D -L=-97/508, C -L=-044/231 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) 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 load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Woe will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 8=372, H=372. 6) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard u N55 fu5a ype y y KARTCHNER FS287 HUNTINGTONA i7A44378T A02 Common 3uppotleO Gable 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std *Except- WEBS 1 Row at midpt L -AG, K -AH, M -AF recommends that Stabilizers and required cross bracing ST9,ST8,ST7: 2x4 OF 1BOOF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E Job Reference o tonal UMl WtJI tlV V �ALLJ). 10Xnv �ALLJ. Iu QYUZ 5X8 = L Scale: 3116"=1' 3x8 = AE AD Jxo _ AP AO AN AM AL AK AJ AIAH AG AF AC AB AA Z Y X 3x8 = 3X6 = V i I LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0" BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2012rTP12007 CSI. TC 0.07 BC 0.02 WB 0.12 (Matrix) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(Q 0.01 (loc) I/dell L/d W n/r 120 W n/r 120 V n/a n/a PLATES GRIP MT20 220/195 Weight: 2201b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Str or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std *Except- WEBS 1 Row at midpt L -AG, K -AH, M -AF recommends that Stabilizers and required cross bracing ST9,ST8,ST7: 2x4 OF 1BOOF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E be installed during truss erection, In accordance with Stabilizer be ins Installation Guide REACTIONS. All bearings 37-0-0. (Ib) - Max Horz B=172(LC 8) Max Uplift All uplift 100 lb or less at joint(s) B, AH, AJ, AK, AL, AM, AN, A0, AP, AF, AD, AC, AB, AA, Z, Y, X, V Max Grav All reactions 250 Ib or less atjoint(s) B, AG, AH, AJ, AK, AL, AM, AN, AO, AP, AF, AD, AC, AB, AA, Z, Y, X, V FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD K -L=-57/250 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1,5x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl Wth any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wde will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, AH, AJ, AK, AL, AM AN, A0, AP, AF, AD, AC, AB, AA, Z, Y, X, V. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard g russ russ ype y y x TCHNER FS287 HUNTINGTONA 17-0443787 A03 Raof Special 71 1 Job Reference (optional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 I Scale = 1:61.6 5x8 = Sx8 = 5x8 = exs = Ia LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frP12007 CSI. TC 0.54 BC 0.60 WB 0.29 (Matrix) DEFL. In Vert( L) -0.30 Vert(TL) -0.52 Horz(TL) 0.16 Wind(LL) 0.11 (loc) I/dell L/d J -K >999 360 J -K >848 240 H n/a n/a H -I >999 240 PLATES GRIP MT20 220/195 Weight:1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF NO.1&etr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 3-0-7 oc pudins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 8-3-8 oc bracing. WEBS 2x4 OF Stud/Std *Except WEBS 1 Row at midpt DJ, F -J recommends that Stabilizers and required doss bracing W2,W1,W3: 2x4 OF 1800F 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1 800F 1.6E be installed during truss erection, in accordance with Stabilizer b e ins Installation guide. REACTIONS. (Ib/size) B=1897/0-5-8 (min. 0-2-0), 11=1785/Mechanical Max Horz B=181(LC 12) Max UpliftB=-372(LC 8), H=-336(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3370/624, C -D=-3009/577, D -E=-2110/441, E -F=-2108/441, F -G=-2981/575, G -H=-3322/622 BOT CHORD B -K=-644/2892, K -L=-037/2361, L -M=-037/2361, J -M=-037/2361, J -N=-287/2349, N -O=-287/2349, 1-0=-287/2349, H-1=-477/2864 WEBS C -K=442/231, D -K=49/513, D -J=-853/331, E -J=-244/1304, F -J=-847/329, F-1=403/511, G -I=-041 /232 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psh BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except Qt=1b) B=372, H=336. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o N3a Nss ype y DEFL. in KARTCHNER F52B7 HUNTINGTONA 1]-644378T ABS Common supported Gable 1 1 Vert(LL) -0.00 A nlr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 Job Reference o tional BMC WEST (IUIWU YALLS), IUARU FALLJ, IU U64V I? 0 Scale = 1:62.7 5x6 = 3x8= ax6 = AN AM AL AK AJ At AH AG AF AE AD AC AB AA Z Y X W V 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1,15 TC 0.07 Vert(LL) -0.00 A nlr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 A n1r 120 BCU_ 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 U n/a rVa BCDL 7.0 Code IRC2012rrP12007 (Matrix) Weight 2181b FT= 20% LUMBER- BRACING. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 DF 1800F 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std *Except* WEBS 1 Row at midpt K -AE, J -AF, L -AD recommends that Stabilizers and required cross bracing ek recommends ST9,ST8,ST10,ST11: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E be insduring truss erection, in accordance with Stabilizer be ins Installation guide. REACTIONS. All bearings 36-9-0. (lb) - Max Horz B=181(LC 12) Max Uplift All uplift 100 lb or less al joint(s) B, AF, AH, Al, AJ, AK, AL, AM, AN, AD, AS, AA, Z, Y, X, W, V Max Grav All reactions 250 Ib or less at joints) B, AE, AF, AH, Al, AJ, AK, AL, AM, AN, AD, AB, AA, Z, Y, X, W, V. U FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2pst, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1, 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) B, AF, AH, Al, AJ, AK, AL, AM, AN, AD, AB, AA, Z, Y, X, W, V. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, U. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p NBS rUss ype y y xARTCHNER F5267 HUNTNGTONA 7]-0443]BT 601 GABLE 1 2 Job Reference o tions/ BMC MST (IDAHO FALLS), IDAHO FALLS, ID 63402 8.000 a Jut 152016 MiTek lndustdes,Inc. WedA r 1207.54.372017 Pagel ID:c GL2XNjdd9mJFlxr99bOzRWSg-4N3KKmlXxhGFltMi1bEYZTC7LFiJkACRtUGBOzRW7W 3-7-11 735 10-11-0 10-03 21-70-0 3-7-11 37-71 3-7-11 5-5-8 5-53 05 = Scale = 1:37.3 '�� - 3x8 II 12xl2 = 12x12 = 3x6 II 37-17 7-3-5 70.10.8 70- 1-0 18-0-8 21-103 vz11 3.7_ t 3-7-3 -8 5-53 5-5-8 Plate Offsets KY)- fA 0-4-0.0-1-151, 1F:0-4-0 0-1-151 [W-3-8,0-6-01, [J:0.6-4,0-1-81. IQ'0-1-13 0-0-121 BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std "Except" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Gdp DOL 1.15 TC 0.32 Vert(LL) -0.06 W >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.10 I -J >999 240 BCLL 0.0 " Rep Stress Incr NO WB 0.67 Horz(TL) 0.02 H n/a n/a BCDL 7.0 Code IRC2012TP12007 (Matrix) Wind(LL) 0.03 IJ >999 240 Weight:2851b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 5-8-3 oc purlins. BOT CHORD 2x8 DF 1950F 1.7E or 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std "Except" W4: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1BOOF 1.6E OTHERS 2x4 DF Stud/Std REACTIONS. (Ib/size) A=4546/0-5-8 (min. 0-2-7), 17=494/0-5-8 (min. 0-1-8), H=8668/0-3-8 (req. 0-4-10) Max HorzA=-94(LC 32) Max Up1iftA=-890(LC 8), F=-814(LC 19), H=-1657(LC 8) Max GravA=4596(LC 19), F=391 (LC 16), H=8668(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-6041/1155, B -C=-2225/430, C -D=-366/2112, D -E=-370/2171, E -F=-558/1977 BOT CHORD A -T=-1089/5364, T -U=-1089/5364, J -U=-1089/53134, J -V=-1089/5364, V -W=-1089/5364, I -W=-1089/5384, I -X=-387/1955, H -X=-387/1955, G -H=-1751/435, F -G=-1751/435 WEBS B -J=-553/3035,64=-3779/794, C -I=-958/4994, C -H=-5099/1074, D -H=-2193/410, E -H=-544/277 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 Do. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 Do. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VUI1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITPI 1, 6) All plates are 1.5x4 MT20 unless otherwise Indicated, 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) WARNING: Required bearing size at joint(s) H greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=1b) A=890, F=814, H=1657. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11A and R802.10.2 and referenced standard ANSITPI 1. 13)'Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 O mss cuss ype y y KARTCHNER FS2B7 HIJWINGTONA 17-0453781 BO1 GABLE 1 L Job Reference (optional) BMG VVE51(IOAHU FALLb), IUFHU YALLb, W U3 V[- nn mu rayea ID:mGLr2XN)dd9mJFlxr99bOZRW5g-4N3HXmlXxhGF1tMl lbEYZTC7j_FijkACF gjGBOZRW?W NOTES - 14) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting a12-10-12 from the left end to 8-10-12 to connect truss(es) A03 (1 ply 2x4 DF -N or DF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s)shall be provided sufficient to support concentrated load(s) 17731b down and 347 lb up al 0-10-12, and 1771 Ib down and 3501b up at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pll) Vert: A -D=-84, D -F=-84, A -F=-14 Concentrated Loads (lb) Vert: H=-1771(8) T=-1773(6) U=4771(B) V=-1771(8) W=-1771(8) X=4771(8) o fuss mss ype y y KARTCHNER 112B7 HUNTINGTONA 77A443]BT C01 __ Common i 1 Job Reference (optional) , oe.a.r�.mr.,n.r.�e, 4gm.ce.ga7m70-1 BMC WESI(10 HU YALLbf, IU/ V�ALLb, IU 009UG-'------"--- e - --" - - - ID:raGL2XNjtltl9mJFIxFJ9bOzRWSg-OmB2y5JnTIWzGAWP80G0euFR1o_ABnmVuBCNGHZR U -1-0.0 5-8-0 11-4-0 12-40 1-0.p 5-8-0 5-6-0 1-0-0 Scale = 1:21.3 45 = 3x4 i L�nv a 3x4 C R LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2012/TPI2007 CSI. TC 0.34 BC 0.22 WB 0.09 (Matrix) DEFL. in Vert(LL) -0.03 Vert(TL) -0.06 Horz(TL) 0.01 Wind(LL) 0.02 (loc) I/deb Ud B -F >999 360 B -F >999 240 D n/a n/a B -F >999 240 PLATES GRIP MT20 220/195 Weight: 39 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF NoA&Bir or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std FmTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=642/0-5-8 (min. 0-1-8), D=642/0-5-8 (min. 0-1-8) " Max Horz 8=-59(LC 9) Max UpliftB=-136(LC 8), D=-136(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-736/123, C -D=-736/123 BOT CHORD B -F=-57/554, D -F=-57/554 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) 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 load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) B=136, D=136. 6) This truss is designed in accordance with the 20121nternalional Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?PI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O was fuss ype y y xARTCHNER FS28]HUNTINGTONA 1]-044378T CO2 Common Supported Gable 1 1 TC 0.11 VeR(LL) 0.00 G n/r 120 Job Reference o tional BMC WEb I (IUAMU FALLS), IUAMU BALLS, W aJ9 l ID:caGLr2XNjdd9mJFIx199bOzRW5g-UylOAo KPEcepuK5blknFB6giL 0wFWe7oxwojzR T -1-o-0 5.8-0 11-40 12d-0 1-0-0 6-8-0 5-8.0 1-0-0 rip Scale = 1:21.8 4X5 = 3x4 = i 3x4 = 1.5x4 11 1.5x4 11 1.5x4 11 lq LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 VeR(LL) 0.00 G n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.01 G n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horzf l-) 0.00 F n/a n/a BCDL 7.0 Code IRC2012/fP12007 (Matrix) Weight: 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF N0.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc pur ins. BOT CHORD 2x4 OF 180OF 1,6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation ouide REACTIONS. All bearings 11-4-0. (Ib) - Max Hoa B=-59(LC 13) Max Uplift All uplift 100 lb or less at joint(s) B, F except J=-121(LC 8), H=-120(LC 9) Max Grav All reactions 250 lb or less at joints) I except B=256(LC 1), F=256(LC 1), J=350(LC 1), H=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS C -J=-282/130, E -H=-2821138 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, F except (jt=1b) J=121, H=120. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard jolb I nIss I fuss I ype city Ply KARTCHNER FS2B7 HUNTINGTONA 17A44378T 001 Nlonopllch B 1 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.11 B -D >627 240 Jab Reference (optional) SMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 1.5x4 II C 3x6 II Id Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) /dell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.05 B -D >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.11 B -D >627 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 5-10-B oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF NO.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 Oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud/Std Installation guide. REACTIONS. (Ib/size) B=395/0-5-8 (min. 0-1-8), D=263/0-1-8 (min. 0-1-8) Max Horz B=104(LC 4) Max UpliftB=-107(LC 4), D=-81 (LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 8-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at)oint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) D except Qt=lb) B=107. 7) This truss is designed in accordance with the 2012 International Residential Code sections 11502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pilchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O mss russ ype y y KARTCHNER F8251 HUNTINGTONA 17-044376T D02 Monopitrh 6 1 Plate Gdp DOL 1.15 TC 0.10 Vert(LL) -0.00 1>999 Job Reference (optional) BMC MST (IDAHO FALLS), IDAHO FALLS, ID aa902 - u, ,o a, . ID:c GLr2XNjdd9mJFlxr99bOzRWSg-uXRYopMHWX001ogANsLyokSDoPOk7o75PIAbP2zR 0 N-00 3-0.8 6-M - 3.4-8 2-7-8 2x4 = Scale = 1:15.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Gdp DOL 1.15 TC 0.10 Vert(LL) -0.00 1>999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 B-E >899 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Hoa(TL) -0.00 D n/an/a BCOL 7.0 Code IRC2012/IPI2007 (Matrix) Wind(LL) 0.00 B .... 240 Weight: 16 lb FT=20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No, 1&Btr or 2x4 DF -N 1BOOF 1.6E WEBS 2x4 DF Stud/Std BRACING - TOP CHORD Sheathed or 3-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rMiTek recommends that Stabilizers and required cross bracing he installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. (Ib/size) 0=89/Mechanical, B=255/0-5-8 (min. 0-1-8), E=285/0-1-8 (min. 0-1-8) Max Hom B=106(LC 4) Max UpliftD=-39(LC 8), B=-66(LC 4), E=-115(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD C -E=-264/128 NOTES - 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) D, B except (jt=1b) E=115. 8) This truss is designed in accordance with the 2012International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semkngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 Naa N55 ype y y xARTCHNER FS2B7 HUNTINGTONA 17-044378T 003 Monopitch 6 1 MT20 220/195 TCDL LO Lumber DOL 1.16 BIG 0.06 Vert(TL) -0.01 B -D >999 240 Job Reference o tional BMC MST (IDAHO FALLS), IDAHO FALLS, ID 03402 a.' mio mu an nrvu P""' v uiyn ,cm av vva r ra e ID:caGLr2XNjdd9mJFlxr99bOzRW5g-Nj_x?9NwHr8FNxPNxZsBLy.+Olpkus3NE2PV8xUzR P -1-0-0 34-8 8-B-0 34-8 011-8 2x4 = 34-8-8 Scale = 1:10.8 LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.01 B -D >999 360 MT20 220/195 TCDL LO Lumber DOL 1.16 BIG 0.06 Vert(TL) -0.01 B -D >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 B "'" 240 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.8E TOP CHORD Sheathed or 3-4-8 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=28310-5-8 (min. 0-1-8), D=131/0-1-8 (min. 0-1-8) Max Horz B=68(LC 4) Max UpliftB=-92(IC 4), 0=41(1-C 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25f; Cal. II; Exp C; enclosed; MWFRS (envelope) 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 psf bottom chord live load nonconcurrenl with any other live loads. 3). This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 4) Bearing atjoint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard p N33 Nae ype y y KARTCHNER FS2B7 HUNTNGTONA 17-o443]aT E01 Roof Speual 2 i CSI. DEFL. in (loo) I/defl Ud Job Reference p tional BMC MST (IDAHO FALLS), WHO FALLS, N 334U2 dw'm a io muewnuuawva,..., r. -m.---" ID:caGLr2XNjddgmJFlxr9gbOzRW5g-J66hQrPApSPZcFY12 u1QN4kidP2KziXv OFONZR N -1-1-0 2-1-11 2-1-11 -� 2x4 = Id Scale =1:9.3 LUMBER. TOP CHORD 2x4 DF 1BOOF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btf or 2x4 DF -N 1BOOF 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=246/0-5-13 (min. 0-1-8), E=37/0-1-8 (min. 0-1-8) Max Horz B=68(LC 8) Max UpliftB=-62(LC 8), E=-21(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 2-1-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, E. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)'Semi-dgid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 2-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 B >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 B >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 r1a rJa BCDL 7.0 Code IRC2012rFP12007 (Matrix) Wind(LL) 0.00 B —* 240 Weight: 9 FT=20% LUMBER. TOP CHORD 2x4 DF 1BOOF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btf or 2x4 DF -N 1BOOF 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=246/0-5-13 (min. 0-1-8), E=37/0-1-8 (min. 0-1-8) Max Horz B=68(LC 8) Max UpliftB=-62(LC 8), E=-21(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 2-1-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, E. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)'Semi-dgid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job runs Truss Type Qty Ply MRTCHNER FS287 HUNTINGTONA 17-0443787 G0t Monopltch 5 1 1.15 TC 0.07 Verl(LL) -0.00 B >999 Jab Reference (optional) 3MU Wtb I uUAHU tALW), IUANU YALLJ. IU aJV W C 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo)/deg Ud TCLL 35.0 Plate 'opDOL 1.15 TC 0.07 Verl(LL) -0.00 B >999 360 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Ven(TL) -0.00 B -D >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 7.0 Code IRC2012lTPI2007 (Matrix) Wind(LL) 0.00 B '"" 240 LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.l&Bir or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF NoA&Bir or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (lb/size) B=211/0-5-8 (min. 0-1-8), D=80/0-1-8 (min. 0-1-8) Max Ho¢ B=57(LC 8) Max UpliftB=-52(LC 8), D=-21(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 220/195 Weight: 8 l FT=20% BRACING - TOP CHORD Sheathed or 1-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) 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 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) D considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard