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HomeMy WebLinkAboutTRUSS SPECS & LAYOUT - 18-00424 - 940 N 2nd E - Christensen Body ShopIMM M1I MiTek MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 18-125454T The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC West -Idaho Falls, ID. Pages or sheets covered by this seal: R57127227 thru R57127228 My license renewal date for the state of Idaho is May 31, 2019. Idaho COA: 853 15935 February 15,2019 Baxter, David IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply -0 -13,0 -5 -0],[5:0 -5-0,0-4-8],[9:0-5-0,0-4-8],[12:0-0-13,0-5-0],[17:0-5-0,0-5-0] 18-125454T Al Common 110 1 R57127227 (loc) /dell L/d PLATES GRIP (Roof Snow = 35.0 35.0) Plate Grip DOL 1.15 Lumber DOL 1.15 Job Reference (optional) Run: 8.24 E Feb 11 2019 Print: 8.240 E Feb 112019 MiTek Industries, Inc. Fri Feb 15 17:24:27 Page: 1 I D:Xp9fis[mDG?gRoygobPJV6zkgdE-Ztv6Hal5dMNmeFnSREI N9SY8MFHoTQhPsQ3kOtzkgBJ -2-0-0 63.13 12-]-6 18-fi-6 24-11A 31-4-10 3]-310 43-d-10 49-11-0 51-14 6x8 6-8-9 1654 24-11.8 33-4-12 41-e-13 Q-11-0 Scale = 1:89 Plate Offsets (X, Y): [2:1 -4 -3,0 -2 -0],[2:0 -0 -13,0 -5 -0],[5:0 -5-0,0-4-8],[9:0-5-0,0-4-8],[12:0-0-13,0-5-0],[17:0-5-0,0-5-0] Loading TCLL (psf) Spacing 2-0-0 CSI DEFL in (loc) /dell L/d PLATES GRIP (Roof Snow = 35.0 35.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.64 Vert(LL) -0.68 17 >866 360 MT20 220/195 TCDL 7.0 Rep Stress Incr YES BC 0.65 WB Vert(CT) -0.97 17-18 >614 240 MT20HS 165/146 BCLL 0.0* Code IBC20151TPI2014 0.76 Matrix -S Horz(CT) 0.27 Wind(LL) 0.24 12 n/a n/a 17-18 >999 240 BCDL 7.0 Weight: 312 Ib FT = 20% LUMBER WEBS 7-17=-256/1729, 4-20=0/319, 5-20=-164/167, TOP CHORD 2x6 DF 180OF 1.6E or 2x6 DF SS 5-18=-837/169, 6-18=-54/740, BOT CHORD 2x6 OF 180OF 1.6E or 2x6 DF SS 6-17=-1793/290, 8-16=-51/731, WEBS 2x4 DF Stud/Std *Except* 6-17,8-17:2x4 DF 8-17=-1796/289, 9-16=-822/170, 180OF 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N 9-14=-158/179, 10-14=0/249 180OF 1.6E NOTES SLIDER Left 2x4 DF Stud/Std -- 3-0-14, Right 2x4 DF 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Stud/Std — 4-1-11 Vasd=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. BRACING II; Exp C; Enclosed; MWFRS (envelope) and C -C TOP CHORD Structural wood sheathing directly applied or Exterior (2) -2-0-11 to 2-11-4, Interior (1) 2-11-4 to 2-5-12 oc purlins. 24-11-8, Exterior (2) 24-11-8 to 29-11-6, Interior (1) BOT CHORD Rigid ceiling directly applied or 8-4-3 oc 29-11-6 to 51-11-11 zone; cantilever left and right bracing. exposed ;C -C for members and forces & MWFRS for WEBS 1 Row at midpt 6-17,8-17 reactions shown; Lumber DOL=1.33 plate grip REACTIONS (Ib/size) 2=2615/0-5-8, 12=2615/0-5-8 DOL=1.33 Max Horiz 2=-71 (LC 15) 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Max Uplift 2=-310 (LC 10), 12=-310 (LC 11) Category II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 Max Grav 2=2644 (LC 21),12=2644 (LC 22) minimum roof live load applied where required. FORCES(Ib) -Maximum Compression/Maximum 3) Unbalanced snow loads have been considered for this Tension design. TOP CHORD 1-2=0/22, 2-21=-6723/1153, 4) This truss has been designed for greater of min roof live 3-21=-6647/1154, 3-4=-663611158, load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on 4-5=-6678/1131, 5-22=-6140/1100, overhangs non -concurrent with other live loads. 6-22=-6056/1111, 6-23=-47481914, 5) All plates are MT20 plates unless otherwise indicated. 7-23=-4683/924, 7-24=-4683/924, 6) This truss has been designed fora 10.0 psf bottom 8-24=-4748/912, 8-25=-6054/1109, chord live load noncon t with any other live loads. *This c�\ONAL �� 9-25=-6137/1098, 9-10=-6701/1141, 7) truss has been designed for a live load of 20.Opsf 10-11=-6702/1160, 11-26=-6711/1157, on the bottom chord in all areas where a rectangle CC Q 12-26=-6826/1147,12-13=0/22 3-06-00 tall by 2-00-00 wide will fit between the bottom BOT CHORD 2-20=-1053/6315, 19-20=-1053/6501, chord and any other members. 18-19=-1053/6501, 17-18=-910/5598, 8) Provide mechanical connection others) of truss to 15935 16-17=-913/5600, 15-16=-1056/6488, bearing plate capable of withstanding 310 Ib uplift at © 14-15=-1056/6488, 12-14=1058/6402 joint 2 and 310 Ib uplift at joint 12. 0 LOAD CASE(S) Standard 'd �F OF ARI Qa February 15,2019 AWARNINO - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R Af��1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the FYI IS fabrication, storage, delivery, erection and bracing oft russes and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job Truss 1A1G Truss Type Qty Ply PLATES GRIP MT20 220/195 Weight: 357 Ib FT = 20% 18-125454T Max Grav 1 =1 74 (LC 1), 21 =1 74 (LC 1), Common Structural Gable 1 1 857127228 0- /1.11... C..11.. ink i-- r_- ,n -- 2x6 OF 180OF 1.6E or 2x6 OF SS 24=525 (LC 21),25=77 (LC 1), Job Reference (optional) Run: 8.24 S Feb 11 2019 Print: 8,240 S Feb 112019 MiTek Industries, Inc. Fri Feb 15 17:24:29 Page: 1 I D:jfgVyy4KT2GEZFnUQOg llnzkgN K-_SaEvbL_wHIKVj W16Nr4n4AmGTR3gpvrYOHOdCzkgBG 6.9-13 12-6-3 19-3-11 24-11-8 30-75 37-4-13 43-i-3 49-11-0 8-3-3 16-9-3 24-71-8 33-1-13 41-7-13 49-11-0 Scale = 1:82.3 [3:0-4-0,0-2-0], [5:0-5-0,0-4-8], [17:0-5-0,0-4-8], [19:0-4-0,0-2-0], [33:0-5-0,0-4-8], [55:0-0-0, Edge], [56:0-0-0, Edge], (57:0-0-0, Edge], [58:0-0-0,Edge], 159:0-0-0 Edge], Plate Offsets (X, Y): [60:0-0-0,Edge] Loading (psf) TCLL 35.0 (Roof Snow = 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 IBC2015ITP12014 CSI TC 0.08 BC 0.10 WB 0.60 Matrix -S DEFL in Vert(LL) -0.01 Vert(CT) -0.02 Horz(CT) 0.00 Wind(LL) 0.00 (loc) I/defl L/d 37-38 >999 360 37-38 >999 240 24 n/a n/a 37-38 >999 240 PLATES GRIP MT20 220/195 Weight: 357 Ib FT = 20% LUMBER Max Grav 1 =1 74 (LC 1), 21 =1 74 (LC 1), TOP CHORD 2x6 DF 180OF 1.6E or 2x6 OF SS 22=432 (LC 21), 23=15 (LC 1), BOT CHORD 2x6 OF 180OF 1.6E or 2x6 OF SS 24=525 (LC 21),25=77 (LC 1), WEBS 2x4 OF Stud/Std 27=501 (LC 21), 31=518 (LC 21), OTHERS 2x4 OF Stud/Std 32=170 (LC 21), 33=797 (LC 1), BRACING 34=170 (LC 20), 35=518 (LC 20), TOP CHORD Structural wood sheathing directly applied or 39=501 (LC 20), 41=77 (LC 1), 6-0-0 oc purlins. 42=525 (LC 20), 43=15 (LC 1), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc 44=432 (LC 20) bracing. FORCES (lb) - Maximum Compression/Maximum JOINTS 1 Brace at Jt(s): 45, Tension 46, 49, 53, 54, 57 TOP CHORD 1-2=-52/90, 2-61=-25/38, 3-61=-22/55, 3-4=-40/139, 4-5=-22/155, 5-62=-362/87, REACTIONS (Ib/size) 1=174/12-11-8, 21=174/12-11-8, 6-62=-328191, 6-7=-3651107, 7-8=-3501123, 22=427/12-11-8,23=15/12-11-8, 8-63=0/229, 9-63=0/259, 9-10=0/255, 24=467/12-11-8, 25=77/12-11-8, 10-11=0/251, 11-12=0/251, 12-13=0/255, 27=372/12-11-8, 31=354/9-2-0, 13-64=0/259, 14-64=0/229, 14-15=-350/123, 32=12119-2-0, 33=79719-2-0, 15-16=-365/107,16-65=-328/91, 34=120/9-2-0, 35=354/9-2-0, 17-65=-362/87, 17-18=0/155, 18-19=-15/139, 39=372/12-11-8, 41=77/12-11-8, 19-66=0/40, 20-66=-1120, 20-21=-26/90 42=467/12-11-8, 43=15/12-11-8, BOT CHORD 1-44=-37/51, 43-44=-37/51, 42-43=-44/50, 44=427/12-11-8 41-42=-26/234, 40-41=-26/234, Max Horiz 1=64 (LC 14) 39-40=-26/234, 38-39=-26/234, Max Uplift 1=-12 (LC 10), 21=-18 (LC 15), 37-38=-26/234, 36-37=-45/170, 35-36=-45/170, 34-35=-45/170, 22=-50 (LC 15), 23=-13 (LC , NAL 15), 33-34=-45/170, 32-33=-45/170, 24=-83 (LC 15), 27=42 (LC 15 31-32=-45/170, 30-31=-45/170,29-30=-45/170, 31=-39 (LC 15), 32=-15 (LC 11), 33=-69 (LC 10), 34=-16 (LC 10), 28-29=0/233, 27-28=0/233, 35=-41 (LC 14), 39=-45 (LC 25-26=0/233, 24-25=0/233, 5), 23-24=-44141 2223=37144 2126-27=0/233, , --, -22=-37/44 42=-79 (LC 10), 43=-13 (LC 5), � 5935 44=-50 (LC 14) OF FTS R 1 t -i - February 15,2019 UOntinlied on page WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall +� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 Job TA1G Truss Type Qty Ply 18-125454T Common Structural Gable 1 1 857127228 BMC (Idaho Falk Ifll Irrahn Folic in _ caeno Job Reference (optional) WEBS 11-33=-254/28, 33-53=-498/100, 53-54=-479/97, 14-54=-524/105, 14-55=-38/276, 55-56=-53/333, 29-56=-13/131, 29-57=-21/90, 57-58=-5/136, 17-58=-90/54, 17-59=-450/85, 59-60=-381/68, 24-60=-520/106, 19-24=-92/50,8-46=-524/105, 45-46=-479/97, 33-45=498/100, 37-48=-13/131, 47-48=-53/333, 8-47=-38/276, 5-50=-90/54, 49-50=-5/136, 37-49=-21/90, 42-52=-520/106, 51-52=-381/68, 5-51=-450/85, 3-42=-92/50, 10-45=-247/77, 34-45=-217/72, 9-46=-291/71, 35-46=-360/83, 36-47=-63/21, 7-48=-220/43, 6-49=-265/51, 38-49=-178/36, 39-50=-250/44, 41-51=-125/31, 4-52=-228/61, 3-43=-4016, 2-44=-342/152, 12-53=-247/77,32-53=-217/72, 13-54=-291/71, 31-54=-360/83, 30-55=-63/21, 15-56=-220/43, 16-57=-265/51,28-57=-178/36, 27-58=-250/44, 25-59=-125/31, 18-60=-228/61, 19-23=-40/6, 20-22=-342/152 NOTES 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) and C -C Exterior (2) 0-5-0 to 5-4-15, Interior (1) 5-4-15 to 24-11-8, Exterior (2) 24-11-8 to 29-11-6, Interior (1) 29-11-6 to 49-6-0 zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 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 II; Exp C; Fully Exp.; Ct=1.00; IBC 1607.11.2 minimum roof live load applied where required. 4) Unbalanced snow loads have been considered for this design. 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 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 1, 18 Ib uplift at joint 21, 69 Ib uplift at joint 33, 83 Ib uplift at joint 24, 79 Ib uplift at joint 42, 16 Ib uplift at joint 34, 41 Ib uplift at joint 35, 45 Ib uplift at joint 39, 13 Ib uplift at joint 43, 50 Ib uplift at joint 44, 15 Ib uplift at joint 32, 39 Ib uplift at joint 31, 42 Ib uplift at joint 27, 13 Ib uplift at joint 23 and 50 Ib uplift at joint 22. LOAD CASE(S) Standard nun: o.L4 J reD 11 Zulu Print: 8.240 S Feb 112019 MiTek Industries, Inc. Fri Feb 15 17:24:29 Page: 2 I D:jfg Vyy4KT2GEZFn UOOg l lnzkq N K-_Sa EvbL_wHI KVj W16 N r4n4AmGTR3gpvrYOH OdCzkq BG g WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �F a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R A�Teyi.` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the FYI Iei1S fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 quality Criteria, DSB-89 and BCSI Building Component MiTek USA, Inc. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 400 Sunrise Avenue, Suite 270 0p D3 W r � ccoo � a m D= f C [ �> > > 0 �y z D X m O p N m n r I r 0( pmpFmz R W N o �' p r = v a�'m m ~ aai X m � ° r,=' 0 m=�_acam�n D a� D O ao '=nm m 0 :03 0 o� o Oc(D. dfD�nsp. G). 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