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Home My WebLink AboutTRUSS - 17-00051 - 810 Griffin St - SFRRoof Plane Horizontal Overhang Lines,134.5 Raked Overhang Lines,228.53 Ridge Lines1,93.5 Roof Area,2952.41 Valley Lines,40.39 Estimate.txt Page 1 B014417 6.00 12 Sx6 = Scale: 3/16"=1' 3x4 = 3x6 = 3x8 = 06 = 3x4 = 3x6 = m °`g Plate Offsets (X 1)-- [4:0-4-0&3-01, I6:0-4-0 03-01 L9:0-3-2,0-2-01 TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD WEBS 2x4 OF Stud/Std WEBS TCUL (Ps35.0 SPACING 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.2811-13 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.5111-13 >856 240 BCLL 0.0 Rep Stress Incr VES WB 0.59 Horz(TL) 0.16 9 n/a n/a BCDL 8,0 Code IRC2012/lP12007 Matrix -R Wind(LL) 0.07 13 >999 240 Weight: 183 lb FT=O% LUMBER- BRACING TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD WEBS 2x4 OF Stud/Std WEBS SLIDER Right 2x6 DF 1800F 1.6E 33-4 REACTIONS. (Ib/size) 2=2018/0-5-8 (min. 0-2-2), 9=2018/0-5-8 (min. 0-2-2) Max Horz2-147(LC 13) Max UpI182= 151(LC 14), 9-151 (LC 14) FORCES (lb) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. TOP CHORD 2-16=-3467/271, 3-16=-33541293,3-17=,3092/282,4-17=-2860/284,4-18=-2192J254. 5-18=-2078/274, 5-19=-1984/274, 6-19=-2193/254, 6-20=-2841/284, 7-20=-3072/282, 7-8=3299/292, 8-21=3365/277, 9-21=3422/271 BOT CHORD 2-15=-175/2970, 15-22=-1 00/2432, 22-23=-1 00/2432, 14-23=-100/2432, 13-14=-1 00/2432, 12-13=-115/2433,12-24=-1 15/2433, 24-25=-115/2433,11-25=-1 15/2433, 9-11=-1 89/2950 WEBS 3-15=-450/111, 4-15=-21554. 4-13=-1 021/136, 5-13=-109/1330, 6-13=-1022/137, 6-11=0/530, 7-11=-437/107 Structural mod sheathing directly applied or 2-11-11 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-13,6-13 MiTek recommends that Stabilizers and required crass bracing be installed tluring truss erection, in accordance with Stabilizer Installation ouide. NOTES 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psh h=25ft; B=458; L=37ft; eave=5ft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -1-6-13 to 2-1-10, Intenor(1) 2-1-10 to 18-6-0, Exterior(2) 18-6-0 to 22-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1'.60 2) TCLL: ASCE 7-10; Pf=35.0 psf (fiat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • 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 = 8.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 Ib uplift at joint 2 and 151 Ib uplift at joint 9. 8) 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. LOAD CASE(S) Standard B0144-17 GABLE 6.00 F12 5x6 = Scale: 3/16"=1' 3x6= _-_ 22 21 20 19 18 17 43 16 15 1413 12 11 44 45 10 3x4 = 3x6 = 3x8 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loo) 1/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) 0.00 9 ri 120 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.40 Vert(TL) 0.09 9 n/r 120 TCDL 8.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 8 n/a Na BCLL 0.0 Code IRC2012/rP12007 Matrix -R Weight: 2361b FT=O% BCDL 8.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std WEBS 1 Row at midpt 4-12,5-12,6-12 OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide REACTIONS. All bearings 37-0-0. (Ib) - Max Horz 2=-147(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 10, 8, 21, 22 except 18=.130(LC 14), 13=-133(LC 21) Max Grav All reactions 250 Ib or less at joint(s) 15, 16, 17, 19, 20, 21, 22 except 2=459(LC 19), 18=951(LC 19), 12=923(LC 1), 10=1145(LC 20), 8=563(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-37--378/84, 3-37=-253/101, 4-38= 14/266, 6-41=0/272, 7-41=0/250, 7-02=.269/104, 8-42=-382/82 WEBS 3 -18= -511/204,4-18=655/119,4-12=-261/138,5-12=574/104,6-12=-2511137, 6-10= 658/120, 7-10=541 /202 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=2ft; Cat. Il; Exp B; enclosed; MW FRS (directional) and C -C Corner(3)-1-6-13 to 2-1.10, Exterior(2) 2-1-10 to 185-0, Comer(3) 18-6-0 to 22-26 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) `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 = B.Opsf. 1 t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 10, 8, 21, 22 except (jt=1b) 18=130,13=133. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. LOAD CASE(S) Standard Job ...._=___...�_.._..._, ._...._ cuss runs ype Lexington 80144-17 A2 Common e 1 LOADING (Pat) 0 FOS Job Reference (optional) , ,,, ••,,....�„. y.. FIW-5-0305 C�ozmu rma--U4usucr D2016 W 18Kn4usmes, ire. Tue Feb 0708:40552017 Pagel ID:ch49cPIEaWCQul Wmbo6CpyHt5v-02FOyddsR9nOf8hdfYfGSZnFIYsXUHkHX3YwvLznZjs 6.6-5 12.6 .3 18-0-0 24-5-13 30-5-11 37-0-0 38-6-0 5-11-14 5-i1-13 5-11-13 5-11-14 6.6-5 16-0 5x6 = 6.00 FIT Scale = 1:62.6 3x4 = 3x6 = 3x8 = 4x6 = 3x4 = 3x6 = 37.0-0 30-4 tedA 2]S12 35-94 3 9fi4 0-11-12 311-12 030 0- -12 ca a Plate Offsets (X Y)-- I3:0-4-0,03-01 15 03-0 03-01 18 03-2 0-2-01 TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD WEBS 2x4 DF Stud/Std WEBS LOADING (Pat) 0 SPACING. 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.2910-12 >999 360 MT20 220/195 TCDL g,g Lumber DOL 1.15 BC 0.66 Vert(TL) -0.5210-12 >849 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.16 8 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.07 1-14 >999 240 Weight: 180 Ib FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD WEBS 2x4 DF Stud/Std WEBS SLIDER Right 2x6 DF 180OF 1.6E 33-4 REACTIONS. (Ib/size) 1=1860/0,” (min. 0-2-0),8=2022/0-5-8 (min.0-2-3) Max Horz 1=-1 45(LC 12) Max Upliftl =-1 04(LC 14), 8=-1 53(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=3479/319, 2-15=3356/332, 2-16=-3123/315, 3-16=-2891/317, 3-17=-2199/269, 4-17=-2086/282, 4-18=1 9921276, 5-18=-2201/256, 5-6=-30811289, 6-7=3307/298, 7-19=3373/286, 8-19=-34301276 BOT CHORD 1-14=-218/3009,14-20=-1 16/2447, 20-21=-116/2447, 13-21=-116/2447,12-13=-1 16/2447, 11-12--123/2440,11-22=-1 2312440, 22-23--123/2440, 10-23=-123/2440, 8-10=-197/2958 WEBS 2-14=-468/133,3-14=-24/575, 3-12--1032/138, 4-12=-115/1336,5-12--987/137, 5-10= 0/530,6-10=-437/106 Structural wood sheathing directly applied or 2-7-6 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-12,5-12 MiTsk recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psh h=25ft; B=45ft; L=37ft; save=5ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-2-12 to 3-11-2, Intenor(1) 3-11-2 to 18-6-0, Exterior(2) 18-6-0 to 22-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 lost or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' 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 = 8.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=104, 8=153. 8) 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. LOAD CASE(S) Standard B0144-17 GABLE 6.00 12 5x6 - Scale =1:66.6 18 17 16 15 3x4 = 3x6 = 3x8 — 3x6 = 3x4 = 6xo c 3x4 e w d 0 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.2412-14 >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.93 Vert(TL) -0.4712-14 >707 240 TCDL 8.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.08 9 n/a n/a BCLL 0.0 Code IRC2012lrP12007 Matrix -R Wind(LL) 0.0612-14 >999 240 Weight: 240 lb FT=0% BCDL 8.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr BOT CHORD WEBS 2x4 DF Stud/Std *Except* W 1: 2x4 DF 1800F 1.6E or 2x4 DF No.t &Btr OTHERS 2x4 DF Stud/Std WEBS REACTIONS. All bearings 8.5-8 except (jt=length) 9=0-5-8,15=0-3.8, 15=0-3-8. (lb) - Max Horz 1=-145(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 18 except 16=112(LC 1), 9=-1 30(LC 14),15=1 36(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 16, 17, 18 except 1=628(LC 19), 9=1739(LC 20), 15=1730(LC 1), 15=1730(LC 1) Structural wood sheathing directly applied or 4-0-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16 6-0-0 oc bracing: 7-9. 1 Row at midpt 3-12,5-12,6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-36= 1161/103, 2-36— 1017/116, 237=-926/107, 3-37={95/109, 3-38=-1386/193, 4-38=-1271/207, 4-39=-1271/202,539=1394/182, 5-6=-2163/203, 6-40=-412/464, 710=138/423 BOT CHORD 1-18= 27/924, 17-18= 27/924, 16-17=-27/924, 15-16=-27/924, 14-15=-27/924, 1411=0/1108, 41-42=0/1108, 1312=0/1108, 12-13=0/1108, 11-12=19/1695, 1113=19/1695, 43-44=19/1695, 1014=19/1695, 9-10=-113/2034, 7-9=102/367 WEBS 2-28=455/136,1448=0/256, 3-14=-948/115, 3-12=-109/390, 4-12=17/650, 5-12=386/128, 5-10=0/404,6-10=-310/98, 6-9=-2216/433,15-28=-678/45 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=37ft; eave=5ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 33-6, Interior(1) 33-6 to 18-6-0, Exterior(2) 18-6-0 to 22-23 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) 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 ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 pat (flat roof snow); Category Il; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 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 bad of 20.0psf on the bottom chord in all areas where a rectangle 33-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = B.Opsf. Continued on page 2 NOTES. ._._...__. .__. _, ......... ., .,. ,r .. ............,. .,.y., _ ..�_ . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 18 except (jt=lb) 16=412, 9=130, 15=136. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVI-PI 1. LOAD CASE(S) Standard 1301441] Gable 04 = 10 Scale =1:51.0 oxr - 33 32 31 30 29 2827 26 25 24 23 22 zl zu 3x4 = 2900 LOADING (psf) SPACING 2-0-0 CSI. DEFL in (lac) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 18 n/r 120 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.20 Vert(TL) -0.03 18-19 n/r 120 TCDL 8.0 Rep Stress Incr YES WB 0.50 Horz(TL) -0.02 20 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 Matrix -R Weight: 155 lb FT = 0 BCDL 8.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. All bearings 28-0-0. (lb) - Max Horz 2=110(LC 13) Max Uplift All uplift 100 Ib or less at joints) 2, 28, 29, 30, 31.32, 33, 25, 24.23, 22, 20 except 21= 126(LC 18) Max Grav All reactions 2501b or less at joint(s) 2, 30, 31, 32, 33, 23, 22, 21 except 26=559(LC 1), 28=312(LC 19), 29=292(LC 19), 25=325(LC 20), 24=290(LC 20), 20=439(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 234--276/542, 3.34=-271/558, 3-4=-234/566, 4-5=-227/579, 5-6=-197/571, 6-7=-159/573, 7-8=-1 22/572, 8-35=33/570, 9-35=-76/577, 9-10=-25/563, 10-11=-16/563, 11-36=-48/577, 12-36=-52/569, 12-13=-90/572,13-14=-1 26/571, 14-15=-167/580, 15-16=-1 831541, 16-17=-1 88/528,17-37=-243/582,18-37=-252/575 BOT CHORD 233=-506/296, 32-33=-506/296, 3132=-506/296, 3031=-506/296, 29-30--506/296, 28-29=-506/296, 27-28=-506/296, 26-27=-506/296, 25-26=-506/296, 24-25=-506/296, 23-24=-506/296, 22-23=-506/296, 21-22=-506/296, 20-21 =-506/296,18-20=-5061296 WEBS 10-26=-526/85,9-28=-280/113,8-29=-260/71,11-25= 293/104,12-24=-256/74, 17-20--292/119 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psh BCDL=4.2psf; h=25ft; B=45ft; L=29ft; eave=2ft; Cat. 11; Exp B; enclosed; MW FRS (directional) and C -C Corner(3)-1-6-13 to 153, Exterior(2) 1-5-3 to 14-6-0, Corner(3) 14-6-0 to 17-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) 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 ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 28, 29, 30, 31, 32, 33, 25, 24, 23, 22, 20 except (jt=1b) 21=126. 11) Non Standard bearing condition. Review required. Continued on page 2 gle 0 Job Tint ss was ypeLexington 80144-17 AM Common Supported Gable 1 1 Job Reference(optionap snare nrver Twss It components, Idaho Falls, i0 93401, Robin Pe9ing41 Run: 8.030 sEa 5 2016 WnC 8.030 s 5 2016 ek Industries,Industries,Tue Feb 0708:49:572017 Paagge 2 ID:ch49cPtEaWCfjulWmbo6CpyHtSt5v-KRN9NJNJerymlkvSlOnznzhkX_sh?MeSyDda?N71zEznZio 12) 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. LOAD CASE(S) Standard 801W7 4x4 = 3x4 2x4 15 4 / 6.00 r2 13 12 20 3x4 = 3x4 = 4x6 II 5 \ 7 18 3x4�2x4 640 a \ W -- 82 21 11 3x4 = Scale = 1:50.4 4x4 19 10[ a ` 3x4 j 3x6 = REACTIONS. (th/size) 2=1509/0-3-8 (min. 0-1-10), 9=1509/0-35 (min. 0-1-10) Max Horz 2=-100(LC 12) Max Uplift2=-121(LC 14), 9=-121(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2421/198, 3-14---2313/220, 3-4=-2021/185.4-15=-1987/188,15-16--1888/195, 5-16=-1776/209, 5-17=-1847/209,17-18=-1 874/195, 6-18=-1 9431189, 6-7=-2004/186, 7-8=-2260/220, 8-19=-2312/207, 9-19=2381 /198 BOT CHORD 2-13=-115/2054,12-13=-25/1374,12-20=-25/1374, 20-21=-25/1374,11-21 =- 25/1374, 9-11=-130/2043 WEBS 3-13=554/134, 5-13=-28/720, 5-11= 29/698, 7-11=-655/131 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=278; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2)-1-6-13 to 1-5-3, Interior(1) 15-3 to 135-0, Exterior(2) 135-0 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' 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 = B.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=121, 9=121. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI I. LOAD CASE(S) Standard z]-ao 9.Bd 1].512 2Sted 26fi0 1-0-0 Plate Offsets (X Y) f90 3 2 0 1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.2011-13 >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.41 2-13 >777 240 TCDL 8.0 ' Rep Stress lncr YES WB 0.32 Horz(TL) 0.08 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 13 >999 240 Weight: 123 to FT = 0 BCDL 8.0 LUMBER. BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Bir TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTe -recommends that Stabilizers and required cross bracing SLIDER Right 2x6 OF 1800F 1.6E 3-8-15 be installed during truss erection, in accordance with Stabilizer Installation guide. J REACTIONS. (th/size) 2=1509/0-3-8 (min. 0-1-10), 9=1509/0-35 (min. 0-1-10) Max Horz 2=-100(LC 12) Max Uplift2=-121(LC 14), 9=-121(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2421/198, 3-14---2313/220, 3-4=-2021/185.4-15=-1987/188,15-16--1888/195, 5-16=-1776/209, 5-17=-1847/209,17-18=-1 874/195, 6-18=-1 9431189, 6-7=-2004/186, 7-8=-2260/220, 8-19=-2312/207, 9-19=2381 /198 BOT CHORD 2-13=-115/2054,12-13=-25/1374,12-20=-25/1374, 20-21=-25/1374,11-21 =- 25/1374, 9-11=-130/2043 WEBS 3-13=554/134, 5-13=-28/720, 5-11= 29/698, 7-11=-655/131 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=278; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2)-1-6-13 to 1-5-3, Interior(1) 15-3 to 135-0, Exterior(2) 135-0 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' 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 = B.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=121, 9=121. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI I. LOAD CASE(S) Standard 4x6 II 6.00 F12 Scale = 1:50.4 15 14 3x4 = 3x4 = 3x4 = 3x6 = 27-0$ 2-P-0 9$< 17-512 25104 26 0 2-0.0 Plate Offsets (X,Y)-- 12.0-1-12 Edgel 14 0-3-0 03-01 15:0.2-0 0-0-41 18:0-2-12 0-1$1 113:0-2-0 0-0-51 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&8tr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std LOADING (psf) TCLL 35.0 SPACING- 2-0-0 CSI. DEFL in (log) MiTek recommends that Stabilizers and required cross bracing L/d PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL)-0.21 11-13 999 >854 360 MT20 220/195 TCDL 8.0 Lumber DOL BC 0.51 -0.3411-13 >81a 240 BCLL 0.0 Rep Stress Incr YES YES WB 0.51 Horz(T) Horz(TL) O.07 10 Na n/a BCDL 8,0 Code IRC2012/rP12007 Matrix -R Wind(LL) 0.0411-13 >999 240 Weight: 1491b FT=0k LUMBER- BRACING TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&8tr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std 6-04) oc bracing: 8-10. OTHERS 2x4 OF Stud/Std WEBS 1 Row at midpt 7-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 2-3-8 except Qt=length) 10=0-3-8, 14=03 -J-8. -- (lb) - Max Horz 2=-1 00(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-1 28fl-C 14), 15= 274(LC 18), 10=-1 25fl-C 14) Max Grav All reactions 250 Ib or less at joint(s) 15 except 2=1267(LC 19), 10=1543(LC 1), 14=411(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-2298/214, 3-26=-21451236, 34=-1868/201, 4-27=1 8341202, 27-28--1737/211, 5-28=-1654/225, 5-29=-1565/202, 29-30=-1 680/190, 6-30=-1776/179, 6-7=-1 810/178, 731=-448/435, 831--473/393 BOT CHORD 2-15=-133/1951, 14-15=-1 33/1951, 13-14--133/1951, 12-13=-27/1267, 12-32=-27/1267, 3233=-27/1267, 11-33=-27/1267, 10-11=-117/1776, 8-10=-375/400 WEBS 3-13=-651/142, 5-13=45/673, 5-11=-1 41568, 7-11=-515/121, 7-10=-1 941/429 NOTES 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=27ft; eave=48; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2)-1-6-13 to 1-5-3, Interior(1) 1-53 to 13-6-0, Exterior(2) 13-6-0 to 16-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSVI-PI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 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 33-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 2, 274 Ib uplift at joint 15 and 125 Ib uplift at joint 10. 11) 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. LOAD CASE(S) Standard Scale =1:44.3 4x6 = 13 % 6.0012 114 2 x4 15 2x4 12. �i \ 5 3 i y1 // 64x4 < 4x4 �i W1 11/1 16 b 01 K \ 8 [o 9 3x4�,`- 10 17 3x4 % 5z6 = 18 3x4 = 3x6 = 25-0-0 ggA 1SS122110-0 20.04 9AA ~ 511-8 BAA 0.112 1-0-0 Plate Offsets (X Y) [2:0-2-10.0-1-81, [7:0-3-2.0-1-81, [100-3-0 0-3-01 LOADING (psf) SPACING- 2.0.0 CSI. DEFL in (loc) Wall L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.18 2-10 >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.44 2-10 >680 240 TCDL 8.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.07 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.03 2-10 >999 240 Weight:113Ib FT -0% BCDL 8.0 - LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Sid � MiTek recommends that Stabilizers and required cross bracing SLIDER Right 2x6 DF 1800F 1.6E 33-4 be installed during truss erection, in accordance with ilizer Installation guide. REACTIONS. (Ib/size) 2=1407/0-3-8 (min. 0-13),7=1407/0-3-8 (min. 0-1-8) Max Horz 2=-91 (LC; 12) Max Uplift2=-115(LC 14), 7=-115(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-11= 2186/182, 3-11=-2074/203, 3-12=-1795/171, 12-13=-1676/179, 4-13=-1584/191, 4-14=-1660/193, 14-15=-1663/180, 5-15= 1779/172, 5-6= 2041/203, 6-16= 2076/184, 7-16=-2147/182 BOT CHORD 2-10=-99/1842, 10-17=-17/1262, 17-18=-17/1262, 9-18=-17/1262, 7-9=-114/1831 WEBS 3-10=-613/125, 4-10=-30/639, 4-9=32/614, 5-9=-613/121 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B-45ft; L=25ft; eave=4ft; Cat. ll; Exp B; enclosed; MW FRS (directional) and C -C Exterior(2)-1-6-13 to 1-5-3, Interior(1)1-53 to 12-6-0, Exterior(2) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 pat or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - 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 = B.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 2 and 115 Ib uplift at joint 7. 8) 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. LOAD CASE(S) Standard 8014417 ro d Supported Gable 4x4 = Scale = 1:44.4 I zo 20 24 23 22 21 20 19 18 17 16 3x4 = n sI6 NG (Pat) TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.t&Btr TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. OTHERS 2x4 DF Stud/Sttl MiTek recommends that Stabilizers and required cross bracing TCDL SPACING 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) 0.00 14 n/r 120 MT20 220/195 TCDL g0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.0214-15 n/r 120 BCDL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(TL) -0.02 16 n/a n/a BCDL 8.0 Code IRC2012/TP12007 Matrix -R Weight: 126 lb FT = ON LUMBER- BRACING TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.t&Btr TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. OTHERS 2x4 DF Stud/Sttl MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. All bearings 24-0-0. - (lb) - Max Horz 2=-91 (LC 12) Max Uplift All uplift 100 Ib or less at loint(s) 2, 22, 24, 25, 26, 27, 20, 19, 18, 16 except 17=-104(LC 18) Max Grav All reactions 250 Ib or less at joint(s) 2, 25, 26, 27, 17 except 21-578(LC 1), 22=306(LC 19), 24=277(LC 19), 20=320(LC 20), 19=263(LC 20), 18=260(LC 20), 16=416(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All fomes 250 (lb) or less except when shown. TOP CHORD 2-28=-282/566,3-28=-276/583, 3-4=-239/603,4-5=-202/596, 5-29=-165/588, 6-29=-158/597,6-30=-1 26/594, 7-30=-120/601, 7-8=-67/588,8-9=58/588, 9-31= 92/602, 10-31=-95/594,10-32=-1 25/595, 11-32=-132/582, 11-12=-172/604, 12-13=-195/570, 1393=-248/605, 14-33=-257/588 BOT CHORD 2-27=-528/301, 26.27=528/301, 25-26=528/301, 24-25=-528/301, 23-24=-528/301, 22-23=528/301, 21-22=528/301, 20-21=-528/301, 19-20=528/301, 18-19=-528/301, 17-18=-528/301, 16-17=-528/301, 14-16=-528/301 WEBS 8-21=546/120, 7-22=-274/115, 9-20=-2871107,13-16=-282/116 NOTES 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=25ft; eave=28; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Comer(3) -15-13 to 15-3, Exterior(2) 1-5-3 to 125-0, Corner(3) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 22, 24, 25, 26, 27, 20, 19, 18, 16 except (jt=lb) 17-104. 11) Non Standard bearing condition. Review required. 12) 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. LOAD CASE(S) Standard 1 -Go 11-6-0 4x6 11 3x4 - 3x4 = 3x4 = HWI IR 7 0 Scale =1:44.7 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) 1/deftUd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.12 8-10 >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.20 8-10 >793 240 TCDL 8.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.00 6 n/a Na BCLL 0.0' Code IRC2012?PI2007 Matrix -R Wind(LL) -0.03 8-10 >999 240 Might: 951b FT=O% BCDL 8.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std WEBS 1 Row at midpt 4-10 WEDGE MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation oulde. _ REACTIONS. (lb/size) 10=1590/0-5-8 (min. 0-1-11),6=668/0-5-8 (min.0-1-8) Max Horz 10=118(LC 11) Max Upliftl0- 244(LC 12), 6=-43(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-313/571, 3-11=-306/739,3-12= 239/613,4-12--219/823,4-13=-409/107, 5-13=503/81, 5-14=-093/79, 6-14=-589/38 BOT CHORD 2-10=-493/318,6-8=-581394 WEBS 4-8=-60/548,5-8=-337/129,4-10=-1223/308,3-10=-414/151 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -1-7-0 to 1-5-0, Interior(l) 1-5-0 to 9-9-0, Exterior(2) 9-9-0 to 12-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct= 1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 10=244. 7) 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. LOAD CASE(S) Standard Job Truss Truss ype Lexington B0144-17 D1 SG GABLE 1 7 Job Reference Iootiona0 arcane River Truss a Cbmponenls, Idaho halls, ID 83401, Robin Peaingill Run: 8.030 s 00 5 2016 Print: 8.030 s Oct 5 2016 MiTek Industries, Inc. Tue Feb 0708:11A3 2017 Page 1 ID:ch49cPIEaWCfjul Wmbo6CpyHt5v-9bkOeMjuVcntdNIA7Eo8mF6iGnivMySNJULBuznZik GT 1-6-0 4-10-15 4-10-1 4-10-1 4-10-15 1-6-06-0 4x6 11 Scale = 1:47.1 „x6 3x4 = 14 1310 12 if, 10 9 9 3x6 [I 4x4= 5-6-0 13.9.4 19-6-0 5.6-0 0.3-4 S-a-�� Plate Offsets (X,1�-- [2:03-0,0-0-1], .0-1-41 [14:0-0-00-1-1211 [1 , [15'0-1-100-1-e] [14:0-2-0 TCDL NG (Pat) SPACING 2-0-0 CSI. DEFL in floc) Vdefl Ud PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.00 63>999 360 MT20 220/195 TCDL g0) Lumber DOL 1.15 BC 0.18 Vert(TL) 0.0013-15 >999 240 (lb) - Max Horz 15=-118(LC 10) BCLL 0.0 ' Rep Stress Incr VES WB 0.32 Horz(TL) -0.00 6 n/a n/a 15=1336(LC 1), 10=527(LC 1) BCLL 8.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) -0.0013-15 >999 240 Weight: 135 Ib FT=O% LUMBER- BRACING- RACINGTOP TOPCHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std WEBS 1 Row at micipt 4-15 OTHERS 2x4 DF Stud/Std WEDGE MiTek recommends that Stabilizers and required cross bracm Left: 2x4 OF Stud/Std, Right: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-0 except (jt=length) 15=0-5-8,15=0-5-8. (lb) - Max Horz 15=-118(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 13, 10, 8 except 15= 274(LC 12) Max Grav All reactions 250 Ib or less at joint(s) 12, 13, 11, 9, 8 except 6=291(LC 16), 15=1336(LC 1), 15=1336(LC 1), 10=527(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-296/586, 3-26=-286/747, 3-27= 222/621, 4-27=-202/830, 4-28=-21/338 BOT CHORD 2-15=-499/305 WEBS 5-10=-384/127,4-15=-944/284,3-15-,417/146 NOTES 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -1-7-0 to 1-5-0, Interior(1) 1-5-0 to 9-9-0, Exterior(2) 9-9-0 to 12-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 fit between the bottom chord and any other members, with BCDL = 8.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 13, 10, 8 except (jl=1b) 15=274. 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. LOAD CASE(S) Standard ae144-17 I D2 I Common Girder 4x4 - 3x6 II 7x8 - 8x10 = 7x8 = 3x6 II m Ib Scale = 1:43.1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.09 9-10 >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.14 9-10 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.03 7 n/a Na BCLL 0.0 Code IRC2012ITP12007 Matdx-R Wind(LL) 0.03 9-10 >999 240 Weight: 240 Ib FT=O% BCDL 8.0 LUMBER- BRACING- TOPCHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Btr TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD 2x6 OF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) 7=6204/0-5-8 (min. 0-3-5), 11=6825/0-5-8 (min. 0-3-10) Max Horz 11=105(LC 7) Max Uplift7=-357(LC 8), 11=-518(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-53/384, 2-3=-157/432, 3-4=3611/246, 4-5=3609/246, 5-6=-6877/421, 6-7=-8809/514 BOT CHORD 11-13=358/190, 10-13=358/190, 10-14=-284/5691, 9-14=-284/5691, 9-15=-373/6876, 845=37316876, 8-16=373/6876, 7-16=-373/6876 WEBS 4-10=-253/3515,5-10=3891/280, 5-9--249/4299,6-9= 75301124,6-8- 127/2373, 3-10--271/4409, 3-11=5442/398, 2-12=-380/69 NOTES- 1) OTES1) 2 -ply truss to be connected together with t Old (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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 (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h-25ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL --1.60 4) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct= 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=357, 11=518. 8) 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. 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1844 Ib down and 120 Ib up at 7-6-12, 1844 Ib down and 120 Ib up at 9-6-12,1844 Ib down and 120 Ib up at 11-6-12,1844 Ib down and 120 Ib up at 13-6-12, and 1844110down and 120 fb up at 15-6-12, and 1844 Ib down and 120 Ib up at 17-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Was ypeY 2ob Reference (optional) Lexington B0144-17 D2 Common Ghdar 1 J Snake River Thee 8 Components, Idaho Falls, D 83401, Robin Pepingill Run: 8.030 s Ocl 5 2016 Pont: 8.030 s Oct 5 2016 MiTek Intlustees. Inc. Tue Feb 07 08:41:04 2017 Page 2 ID:ch49cPtEaWCfjulWmbo6CpyHt5vdnlodkWJwvkFXtMhxJNJTflOBx35G =EviKznZjl LOAD CASE(S) Standard 1) Dead+Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-4=-86,4-7=-86,1-7=-16 Concentrated Loads (Ib) Vert: 10=-1844 9=-1844 13=-1844 14=-18" 15=-1844 16=-1844 Scale= 1:19.8 U4 = 3 8.00 F12 2x4 11 12 2x4 11 Tl' WI ST1 STI 4 2 1 HW1 m / 5 2011 6 2x411 1 \ _ = � 4x4 2x4 11 4x4 =� -� 33 6b-0 1 3-3-0 1 33-0 Plate Offsets (X 1)-- 12:0-0-7,0-0-41, [2'0-4-5 0-0-97 140-0-7 0-0-4] [4,0-4-5,0-0-91 LOADING (psf) SPACING- 2-0-0 est. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.00 4-6 >999 360 MT20 220/195 (Roof Snow -35.0) Lumber DOL 1.15 BC 0.11 Vert(TL) -0.01 2-6 >999 240 TCDL 8.0 Rep Stress Incr VES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -P Wind(LL) -0.00 6 >999 240 Weight: 311b FT -0% BCDL 8.0 _ _ - LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer WEDGE Installation guide. _ _ Left: 2x4 OF Stud/Std, Right: 2x4 DF Stud/Std REACTIONS. (Ib/size) 2=465/0-3-8 (min. 0-1-8), 4=465/0-3-8 (min.0-1-8) Max Horz 2=50(LC 10) Max Uplift2=-62(LC 12), 4=-62(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-305/14,4-12=-305/14 NOTES- 1) OTES1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MW FRS (directional) and C -C Exterior(2) -1-7-0 to 13-0, Intenor(1) 1-5-0 to 33-0, Exterior(2) 3-3-0 to 6-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf 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 Ib uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSViPI 1. LOAD CASE(S) Standard EA:v OLD oo-so-sr 00 0-L 0 `JSZV 0 of N o y 0 N � 4 k f m � o N 4 M 00 d 0 N N O r 0 `JSLS Q Q O OLD oo-so-sr