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Home My WebLink AboutTRUSS SPECS - 17-00719 - 407 S 3rd E - Addition®- To: BLACK PEARL CONST. (IF) Job Number: 17-103037T ® Page: Date: 1 10/11/1715:47:47 Project: HEPWORTH Block No: Model: ~ Lot No; Contact: Site: Office: Deliver To: Account No: Designer: 000907718 Name: Phone: Salesperson: JOHN ROBERTS - IF Fax: REXBURG, ID Quote Number: P.O. Number: 17-103037T Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: TOP Pit LOH ROH Height But. Pit, 28-00-00 01-00-00 01-00-00 13 A01 2 SCISSOR 05-03-114.00 112 lbs. each 2.00 28-00-00 4.OS-03.00 01-00.00 01-00-00 1 A02 10716s. each COMMON 11 28 00-00 01-00-00 01-00-00 1 A03 143 lbs. each COMMON os-o3-0000 THIS QUOTATION IS ONLY GOOD FOR 30 DAYS FROM DATE PRINTED TRUSS ESTIMATE NOTES Sales Tax: 6.000% $107.68 Selling Price: $1,902.32 O ti 0, L m ------ ----- -------- ----- ---- ------------ -----0 ------ CD o 0 oa-- o 0 o- a 4 a a; O ti 0, L m Job Truss Truss Type Qty Ply 17A03037T A01 Scissor 13 1 Job Reference Lionel BMC WEST (IDAHO FALLS), IDAHO FALLS, 10 83402 Run: BID:I s Jul 15Amh 2016 Print 8.000 s 2016 MiTek Industries, inc. Wed OM 11 13:44:142Dip Page 1 Fb ID:IflHAzwh2RMSwooIFb1 ByUSVb-i20iVRaZK1Thfl28y20GL-0-0 piJnucnEUIDYBYUS yUS -i-0-0 4-6-0 1411 18-8-0 23-0-0 26-0-0 1-0-0 4E-0 4.8-0 4-8-0 4A-0 .tor -M14-0-0 21-0-0 28-0-0 I 7-0-0 7-0-0 7-M 70-0 Plate Offsets %V - K:0-10-00-3-9 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TOLL 35.0 Plate Gdp DOL 1.15 TC 0.78 Ved(LL) -0.83 K -L >397 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.92 Ved(TL) -1.37 K -L >241 240 MY20HS 165/146 BCLL 0.0 ' Rep Stress Ina YES WB 0.97 Harz(TL) 0.68 H n/a n/a BCDL 7.0 Code IRC20127TP12007 (Mahix) W1nd(LL) 0.41 K -L >802 240 Weight: 112 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.18Bk or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.101, or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid wiling directly applied or 2-2-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek rewmmentls That Stabilizers and required cross bracing ba installed during toss erection In accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=1457/0-5-8 (min. 0-1-8), H=1457/0-5-8 (min. 0-1-8) Max Hoa B=-88(LC 13) Max UpliflB=340(LC 4), H=-340(LC 5) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(Ib)orless except when shown. TOP CHORD B -C=-584811228, C.D=-5495/1043, 0.E=-01061718, E -F=-0106/726, F -G=-5495/981, G -H=-584&1171 BOTCHORD B -L= -1187/5501,K -L= -970/5034,J -K= -835/5034,H -J=106215501 WEBS E -K= -346220D, F -K=1218'405, FJ=11/407, G -J=-3661243, O -K=-1218/401, D -L=-0/407, C -L=-3661234 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91rtph; TCDL=4.2psb BCDL-t.2psf, h=258; Cal. 11; Ery C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconwnent with any other live loads. 5)' This toss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 [all by 2-0-0 wide will 01 between the bottom dlord and any other members. 6) Beading aljoint(s) B, H considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer slwuld verity, capacity of bearing surface. 7) Provide mechanical connection (by others) of W ss to bearing plate capable of withstanding 1001b uplift at joints) except 01=11b) B=340, H=340. 8) This truss Is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 9) "Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Tress Type Ory ply 17-1030377 A02 Common 1 1 Job conal BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 03402 Run: 8.000s JulA20,16 h2fLAS wiFbi ByUSY0-i2OlV klndusdhfl2By Wed Cot PolSy Jvefl 20lp Pa a1 Jul11 ID:IAHAzwh2RfLASwooIFD1ByUSYb-i201VRaZKiThA228-0-0 ePaISyJJvenEulpyByUS 7-0-0 i 14-0-0 21-0-0 28-0-0 X29-0-0 1-0-0 7-0-0 7-M 7-M 7-" 1-0-0� .mr 9-4-0 18-8-0 28-M j 9-0-0 94-0 9-4-0 Plate Offsets (X.Y)-- 1-:0-4-00-3-0 1:0-4-00.3-0 LOADING (Pat) SPACING- 24-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 0.64 Ver(LL) -0.13 8-I >832 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.36 Ved(TL) -0.30 B -I >373 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.41 HM(TL) 0.01 F rJa rJa BCDL 7.0 Code IRC2012RP12007 (Matrix) Wind(LL) 0.05 B-1 >999 240 Weight: 10716 FT=20% LUMBER- BRACING. TOP CHORD 2x4 DF 1800F 1.6E or 20 OF No.1&Bhr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6 0-0 oc pudins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E 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 be installed during truss erection in accordance with Stabilizer Installation gulde. REACTIONS. All hearings 28-0-0 except Ul=length) F=0-3-8, F="-8. (Ib)- Max Horz 8=-88(LC 13) Max Uplift All uplift 100111 or less at joings) except B=-131 (LG 4), 1=245(LC 8), H=-229(LC 5), F=-147(LC 5) Max Grav All reactions 260 lb or less at joints) except 8=460(LC 19),1=1012(LC 1), H=994(LC 1), F=469(LC 20), F=460(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shovm. TOP CHORD B -C=-361/93, C -D=-75/390, D.E=-33/385, E -F=-361/111 BOT CHORD B -1=-9312711,1`-H=411270 WEBS D -H=-5021136, E -H=-7331306, D4=5101153, C4=444/310 NOTES - 1) Unbalanced roof five loads have been considered for this design. 2) Wird: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psp BCDL=4.2psf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable mM zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) This muss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4)' This buss has been designed for a live load of 20.Opsf on the boftom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of hours to bearing plate capable of wtlhslanding 131111 uplift at joint B, 24616 uplift at joint 1, 22916 uplift at joint H and 147 lb uplift at joint F. 6) This muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 7) "Sema -rigid pilchtwaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(% Standard Job Truss Truss Type Qty Pty 17-103037T A03 Common Structural Gable 1 1 Job Reference Clonal BMC WEST (IDAHO FALLS), IDAHO FALL$, 1083402 Run: SOW sJul 15 2018Print: 6.000sJul 152018Inc.Wad Oct13s152017P ID:ISHAzwm2RfoIFb1ByUSYb-AEZ4JnbB5LbYGVdNWkVmny_TSIv2LwTY2N X -1-mi 7 14-0-0 21-0-0 29-O-Q .—O -M 10-0X .core 9-4-018-8-0 28-0-0 93-0 93-0 93-0 Plate Offsets V - 8:0-0-14 Ede D:0-2-00-03 F:0-0.14 E e LOADING;(PS9 SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.fi1 Ved(UQ -0.02 8-R 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 Ven(TQ -0.03 8-R 1999 240 SCLL 0.0 ' Rep Stress Ina YES WB 0.42 Ha2(TL) 0.01 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wnd(UQ 0.01 B-R >999 240 Weight: 143 He FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 180OF 1.6E or 20 OF No. i&BIr or 20 DF-N 1800F 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 20 OF No.1&Btr or 2x4 DF-N 180OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 co bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required acres bracing be Installed tlunig OTHERS 2x4 DF Stud/Std truss erection in accodance wilh Stabilizer Installation outtle. REACTIONS. All beadigs 28-0-0 except (jl=length) F=0.M, F=0-3-8. (Ib)- Max H=B=-BB(LC 9) Max Uplift All uplift 10011, or less at joint(s) Q, R. I, H except 8=-133(LC 4), K=-287(LC 5), 0=-301 (LC 4), F=-151 (LC 5) Max Grav All reactions 250Ib a less at lolnt(s) M, N, P, Q, R, L, J, I, H except B=401(LC 19), K=856(LC 1), 0=867(LC 1), F=413(LC 20), F=403(LC 1) FORCES. (Ib)- Max. Comp.IMax. Ten. -All forces 250(Ib) or law except when shown. TOP CHORD B-C=-358/54, C-D=-7&381, D-E=34/375, E-F=-35&111 BOT CHORD S-R=-93/262, O-R=-93/262, PQ=-93/262, O-P=-93@62, J-K=-01262,1-J=31/262, H-1=31/262, F-H=-41262 WEBS O-K=-505/136, E-K=409/308, D-0=-512/152, C-O=-719/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; VuR=115mph (3-second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL-4.2psf; h=25B; Cel. II; Exp C; enclosed; MWFRS (envelope) gable end nine; cantilever left and right exposed Lumber DOL=1.33 plate gnp 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 Stallard Industry Gable End Details as applicable, a consult qualified building designer as per ANSI7TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord! live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 [all by 2-0-0 wide will fit between the bott«n chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at joint(s) Q, R, I, H except (j1=1b) B=133, K=287, 0=301, F=151. 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 antl fixity model was used in the analysis and design of this truss. LOAD CASE($) Standard