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HomeMy WebLinkAboutLetter from Truss Engineer 02.21.2017M1i6. MiTek® Re: ML12814 THE SHARP RES MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Overholt-Delta,Co. Pages or sheets covered by this seal: R49765651 thru R49765655 My license renewal date for the state of Colorado is October 31, 2017. February 21,2017 Hernandez, Marcos 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 ML12814 Truss H8 Overholt Truss, Delta. Co 81416 4 -3-0.0 . 4-1-6 741.4 3-0-0 4-1-6 3-9-14 Truss Type Hip Qty 1 IPIy 1 7x6 = 14-5-10 6-6-6 5.00 [ 4x4 = 1-6-05 625 . 9 2x4 n 1JJ. m,91:62 nn — 2x4 ll- '1 / A. 4x4 G 4 11 Z � .7.Ae THE SHARP RES Job Reference (optional) R49765651 8.010 s Apr 20 2016 Mire* IndusUles, Inc. Fri Feb 17 12:08:35 2017 Page 1 I0:PORmSINSY13ggPelxxhEmyd3zH-J2czecpRhkRsot0 xwc aL7pFjrn95STeos0m3zIEdQ 21.0.0 2L 34-0-12 37.10.10 I 42-0-0 45-0-0 6-6-6 6-8-8 8.6-6 3-9-14 4-1-6 3-0-0 4x6 71. 4-0-0 4x4 = 4x8 = 6x6 = 10 4x10 II 24 3x4 = 23 22 3x6 = 3x4 = 21 20 19 4x6 = 1836"X24" 4x6 = 1716 3x4 = 3x6 = THIS REPAIR IS FOR SHIFTING THE BEARING AT JOINT 21 5-1-4 TO THE RIGHT :/'.64 15 3x4 = ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED © 4" O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" 0 C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. APPLY 2 X 6 SPF/OF/SP NO.2 SCAB(S) TO EACH FACE OF TRUSS CENTERED ON DAMAGE/SPLICE. ATTACH WITH 0.131"X 3") NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 x 3'S - 1 ROW, 2 x 4'S - 2 ROWS, 2 x 6'S AND LARGER - 3 ROWS: SPACED © 4" 0.C. STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2" 0.0 SPACING IN THE TRUSS. USE 2" MEMBER END DISTANCE. 7-11-4 1240-4 17-9-4 23-2-7 28-7-9 I 34-0-12 7-11-4 4.11.0 4-11.0 5-5-3 5-5-3 5-3-3 Plate Offsets (X,Y)-- [2:0.6-1,Edtle1. [13:0+1,Edge] LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 SCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1 00 Rep Stress Incr YES Code IRC2012(TP12007 42-0-0 13 4x10 11 741-4 Scale =1:80.6 4 CSI, TC 0.65 BC 0.46 WB 0.90 Matrix -R DEFL. in (roc) l/defl Lid Vert(LL) -0.09 15-16 >999 240 Vert(TL) -0.17 13-15 >999 180 Horz(TL) 0.06 13 n/a n/a PLATES GRIP MT20 197/144 Weight: 209 Ib FT= 0% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 5-10. WEBS 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x6 SPF 1650F 1.5E 2-2-10, Right 2x6 SPF 1650F 1.5E 2-2-10 6-0-0 oc bracing: 20-23,18-20. REACTIONS. (lb/size) 2=1037/0-5-8, 20=3091/(0-5-8 + bearing block) (req. 0-6-6), 13=1512/0-5-8 Max Horz 2=-78(LC 11) Max Uplift 2=-204(LC 10), 20=-368(LC 6), 13=-254(LC 11) Max Gray 2=1488(LC 29), 20=4077(LC 28), 13=1810(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1267/200, 4-5=-753/179, 5-6=-33/297, 6-7=-138/2063, 7-9=-537/163, 9-10=1830/305, 10-11=-1875/291, 11-13=-1853/298 BOT CHORD 2-24=-152/886, 23-24=-100/623, 20-23=-558/197, 18-20=-409/75, 16-18=-144/1808, 15-16=-127/1762, 13-15=-159/1445 WEBS 4-24=-331/69, 5-24=0/291, 5-23=-940/86, 6-23=-0/727, 6-20=-2294/265, 7-20=-2923/317, 7-18=-83/1408, 9-18=-1691/210, 9-16=0/383, 10-16=-451/77, 11-15=-171/362 NOTES - 1) 2x4 SPF 1650F 1.5E bearing block 12" long at jt. 20 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be SPF 1650F 1 5E. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6.Opsf; BCDL=6 Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=204, 20=368, 13=254. -41 11 +.•t' 1• • 1. .. µ:.,:, AWARNINO - Verify design parameters and READ NOTES ON UPS AND INCLUDED MITEK REFERENCE PAGE 811-7473 rev. 10/03!2015 BEFORE USE. Design valid for use only with MTeke connectors This design Is based only upon parameters shown, and is for an individual building component, not 8 truss system Before use, the building designer must verily 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 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 ANSOTPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, 003 312, Alexandria, VA 22314. February 21,2017 Musk 7777 Gmenbacx Lane Suite 109 Hetpbjq,CA 9V]p Job Truss Trues Type Qty Ply THE SHARP RES R49765652 ML12814 H9 Hip 1 1 Job Reference (optional) verholt Truss, 1 3-0-0 5-1-6 5.00 12 2-0-0 4x4 4x4 4-9-14 6x6 5-6-6 4x6 = 8.010 s Apr 20 2016 MWTek Industries, Inc. Fri Feb 17 12:08:36 2017 Page 1 I D:PORmSINSY13ggPelxxhEmyd3iH-nE9Lnyp4S 1 Zj0 t bAVd7DOZY1T76Fov4ndW7OKVzkEdP I 32-0-12 X10-10 i 42.0-0 I 45-0-0 5-6-6 5.6-6 5-8-6 4-9-14 5-1-6 3-0-0 rx 4x4 = 4x8 = 6x6 10 4x4 4x6 Scale = 1:80.8 24 23 2x4 II 4x10 = 3x6 = 4x6 = 4x6 = 3x6 =- THIS THIS REPAIR IS FOR SHIFTING THE BEARING AT JOINT 21 5-1-4 TO THE RIGHT =L Lfff _LLLLI _LLLLI Plate Offsets ()f.Y LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 1D_i7 LUMBER - TOP CHORD BOT CHORD WEBS SLIDER 5-1-6 5-1-0 1 INSTALL 2 X 6 SPF/DF/SP NO.2 CUT TO FIT TIGHT 16 15 3x8 = 36" X 18" 2x4 II ATTACH 3/4" PLYWOOD OR OSB GUSSET (23/32" RATED SHEATHING 46/24 EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN ) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. 1 9-11.4 4-9-14 17-9-4 1 24-11-0 { 32-0-12 7-i0 0 7-1-12 7-1-12 4.9-14544 3f3-10-10 f 10 e 13:0-6-1 E SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.49 BC 0 47 WB 0.94 Matrix -R 2x6 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E 2x4 SPF 1650F 1.5E Left 2x6 SPF 1650F 1.5E 2-9-4, Right 2x6 SPF 1650F 1.5E 2-9-4 DEFL. in (roc) I/deft Vert(LL) -0 07 20-23 >999 Vert(TL) -0 18 20-23 >999 Horz(TL) 0.04 13 n/a BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=1043/0-5-8, 20=30801(0-5-8 + bearing block) (req. 0-5-15), 13=1517/0-5-8 Max Horz 2=-93(LC 11) Max Uplift 2=-207(LC 10), 20=-323(LC 6), 13=-263(LC 11) Max Gray 2=1554(LC 29), 20=3783(LC 28), 13=1919(LC 29) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1444/196, 4-5=-670/175, 5-6=-517/196, 6-7=-43/1441, 7-9=-933/240, 9-10=-1445/315,10-11=-1553/303,11-13=-2115/307 BOT CHORD 2-24=-161/1051, 23-24=-161/1051, 20-23=-675/163, 18-20=-438/60, 16-18=-90/1287, 15-16=-166/1628, 13-15=-166/1628 4-23=-699/102, 5-23=456/100, 6-23=-95/1376, 6-20=-1806/254, 7-20=-2442/267, 7-18=-116/1512, 9-18=-1076/186, 9-16=-15/810, 11-16=-541/77 WEBS NOTES- Ud 240 160 n/a PLATES GRIP MT20 197/144 Weight: 216 Ib FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 6-0-0 oc bracing: 20-23,18-20. 1) 2x4 SPF 1650F 1.5E bearing block 12" long at jt 20 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners Bearing is assumed to be SPF 1650F 1.5E. 2) Wind: ASCE 7-10; VuR=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp ; Ct=1 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 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=207 20=323 13=263. A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® 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 verity 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 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 ANSI/7PI1 Quality Criteria, DSB-B9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suk,r 312, Alexandria, VA 22314. February 21,2017 MTek 7777 Greenback Line Suite 109 Di____ ds CA 95610 Job ML12814 Truss H10 Trues Type Hip Qty 1 Ply 1 Overholt Truss, Delta. Co 81418 1 -3.0.0 1 6.1-8 3-0-0 6-1-6 512 5.00 12 4x4 4x4 % 3 4x4 4 ( 11-11-4 5-9-14 1 7x6 = THE SHARP RES R49765653 Job Reference (optional) 8.010 s Apr 20 2016 MITek Industries, Inc. Fri Feb 17 12:08:32 2017 Page 1 ID:PDRmSINSY13ggPelxxhEMyd3zF1-v7wrxarn20p31XQH PGo2H E)NMkWlrs7 SBiu9i 18kzkEdT 17-11-12 1 .240.4 6-0-8 6.0.8 6-0-8 5-9-14 6-1.8 3.0.00 0 48"X40" 4� = 18" X 24" 4x4 = 2 23 24 7 6x6 8 4x4 9 4x4 10 4x4 11 1 Scale 1:795 4x10 11 20 19 18 2x4 11 3x4 = 3x6 = 17 A 4x8 = 36" X30" 16 15 14 13 5x6 = 3x6 4x8 = 36" X 18" 2x4 11 THIS REPAIR IS FOR SHIFTING THE BEARING AT JOINT 21 5-1-4 TO THE RIGHT INSTALL 2 X 6 SPF/DF/SP NO 2 CUT TO FIT TIGHT. ATTACH 3/4" PLYWOOD OR OSB GUSSET (23/32" RATED SHEATHING 48/24 EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. 4x10 11 ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" RATED SHEATHING 32/16 EXP 1) LL, LL TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: LLLL2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. �� NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.0 SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. I 8-1-6 1 11.11 1_12:9.14. 24-0— 1 $0.0.12 3_1..,0 1 42-0-6. 6-1.8 5-9-14 5-10-0 8.3.0 5.0.6 5-9-14 6-1.5 (2:0-6.1,Edam, (5:0.2-12.0.3-81,18:0-3-8.0-2-,, f11:0-8-1,Edpe]. (17:0-3.8,0.2.0] Plate Offsets (X,Y)-- LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC20121TPI2007 CSI. TC 0.48 BC 0.50 WB 0.85 Matrix -R LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E SLIDER Left 2x6 SPF 1650F 1.5E 3-3-12, Right 2x6 SPF 1650F 1.5E 3-3-12 REACTIONS. (Ib/size) 2=1061/0-5-8, 17=3049/0-5-8, 11=1530/0-5-8 Max Horz 2=108(LC 14) Max Uplift 2=-204(LC 10), 17=-276(LC 6), 11=-270(LC 11) Max Gray 2=1590(LC 29), 17=3397(LC 28), 11=2006(LC 29) DEFL. in (roc) I/deo Ud Vert(LL) -0.08 13-14 >999 240 Vert(TL) -0,15 13-14 >999 180 Horz(TL) 0.05 11 n/a n/a PLATES GRIP MT20 197/144 Weight: 221 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-19,16-17. WEBS 1 Row at midpt 5-17 FORCES. (Ib) - Max. Comp /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1543/190, 4-5=-488/209, 5-6=0/1166, 6-7=-815/261, 7-8=-1213/324, 8-9=-1363/308, 9-11=-2326/327 BOT CHORD 2-20=-163/1154, 19-20=-163/1154, 17-19=-155/291, 16-17=-1108/140, 14-16=-21/815, 13-14=-178/1847, 11-13=-178/1847 WEBS 4-19=-1039/139, 5-19=0/618, 5-17=-1737/176, 6-17=-2413/290, 6-16=-210/2101, 7-16=-1293/218, 7-14=-82/1195, 9-14=-882/117 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) TCLL: ASCE 7-10; Pf=40.0 psf (Oat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) •Irmilamormitimmermirmiglim2=204 17=276 11=270- 0 arzCrinwrem [.i uia I77rm1 owiiy M..N -1 Iuru� vu1rurr wwru. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1/1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for en 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 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 ANSUTPII Qualtty Criteria, DSB-09 and BCSI Building Component Safety Information available from Trues Plate Institute, 218 N Lee Street, Suite 312, Alexandria, VA 22314. February 21,2017 MiTek' 7777 Greenback Lane Suite 109 Citrus jjeiggs. GA 95810 Job ML12814 Truss H11 Truss Type Htp Qty 1 Ply 1 Overholt Truss, Della. Co 81416 7-1.8 3-0-0 7-1-6 5.00 12 4x4 4x4 3 13-11-4 6-9-14 8x8 = 4-8.8 4x8 = THE SHARP RES Job Reference (optional) R49765654 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Feb 17 12:08:34 2017 Page 1 I D:PDRmSINSY13ggPelxxhEmyd3zH-rr2bMGopwQJ?njRoNC51J8ThzJQEK?yU9CelFczkEdR n.a. • 4-8-8 4-8-8 18"X 24" x6 = 5x8 6.9-14 4x4 9 42-0-0 45-0.0 7-1-6 3-0-0 Scale = 1:79.5 4x4 10 4x4 22 11 4x10 11 19 17 16 2x4 11 3x6 = 3x4 = THIS REPAIR IS FOR SHIFTING THE BEARING AT JOINT 16 5-1-4 TO THE RIGHT 3x8 = 5x5 = 5x8 13 2x4 11 ATTACH 1/2" PLYWOOD OR OSB GUSSET (15/32" RATED SHEATHING 32/16 EXP 1) TO EACH FACE OF TRUSS WITH (0.131" X 2.5" MIN.) NAILS PER THE FOLLOWING NAIL SCHEDULE: 2 X 3'S - 2 ROWS, 2 X 4'S - 3 ROWS, 2 X 6'S AND LARGER - 4 ROWS: SPACED @ 4" O.C. ' NAILS TO BE DRIVEN FROM BOTH FACES. STAGGER SPACING FROM FRONT TO BACK FACE FOR A NET 2" O.C. SPACING IN EACH COVERED TRUSS MEMBER. USE 2" MEMBER END DISTANCE. 7-1-6 12-11-9 J 1744 I 23-44 28 0- _i 34-10-10 { 4240 7-1-6 6-9-14 3-1(1.0 5-7-0 4.8-6 6-9-14 7-1-6 Plate Offsets fX,Y)-- [2:0-6-1,Edoe) Je:0-4-12.0-3-4),!11.0-6-1.EdQe1,j14'0.2.0 0.3.01 .117:0-2.4,0-1-8J LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1 00 Lumber DOL 1.00 Rep Stress Incr YES Codo IRC2012/TP12007 CSI. TC 0 49 BC 0.51 WB 0.98 Metrix -R 4x10 11 12I DEFL. in (loc) I/defl L/d Vert(LL) -0.09 13-14 >999 240 Vert(TL) -0.18 13-14 >999 180 Horz(TL) 0.05 11 n/a n/a PLATES GRIP MT20 197/144 Weight 230 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 5-8. WEBS 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x6 SPF 1650F 1.5E 3-10-4, Right 2x6 SPF 1650F 1.5E 3-10-4 WEBS 1 Row at midpt 5-16 REACTIONS. (Ib/size) 2=1041/0-5-8, 16=3101/0-5-8, 11=1498/0-5-8 Max Hoa 2=122(LC 10) Max Uplift 2=-203(LC 10), 16=-234(LC 6), 11=-271(LC 11) Max Gray 2=1582(LC 29), 16=3116(LC 29), 11=2041(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-1519/185, 4-5=-212/479, 5-6=0/1254, 6-7=-479/248, 7-8=935/314, 8-9=-1167/293, 9-11=-2387/334 BOT CHORD 2-19=-166/1145, 18-19=-166/1145, 16-18=-378/169, 15.16=-1109/136, 14-15=-140/479, 13-14=-177/1918, 11-13=-177/1918 WEBS 4-19=0/287, 4-18=1370/185, 5-18=-23/744, 5-16=-1837/183, 6-16=-2088/228, 6-15=172/1650, 7-15=-1216/198, 7-14=-106/1418, 8-14=-427/74, 9-14=-1219/165, 9-13=0/280 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=8.0psf; h=25ft; Cat II; Exp C; endosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1 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 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=203, 16=234, 11=271. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 21,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MrTeke 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 is always required for stability and 10 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 ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suit., 312, Alexandria, VA 22314. mm MiTek' 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 Symbols PLATE LOCATION AND ORIENTATION ... 1 t Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11611 For 4 x 2 orientation, locate plates 0- IhEr from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8I dimensions shown in ft -in -sixteenths 2 TOP CHORDS (Drawings not to scale) 3 8 BOTTOM CHORDS 7 6 5 TOP CHORD JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. O 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide iniss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all abler interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are reoulated byANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, Mrs design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. ❑o not cut or atter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this :Jesigr. (front, back, words and pictures) before use. P,,eviea#ng pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.