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HomeMy WebLinkAboutB15-0021_stamped truss designs_1428592380.PDFRe: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Ong, Choo Soon DW Dantas/Snowberry/#03047-15 Pages or sheets covered by this seal: R44203170 thru R44203218 My license renewal date for the state of Colorado is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. October 31, 2015. Alpine Truss-Montrose, CO. 03047-15 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 MiTek USA, Inc. April 8,2015 Job 03047-15 Truss A1G Truss Type SCISSORS Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203170 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:09 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-OZgTj_ezZtP0IY8tglP6WKfkDzbK4qvTMQSv8nzSpDu Scale = 1:43.9 1 2 3 4 5 8 7 6 5x10 M18SHS 6x6 5x10 M18SHS 6x8 4x6 4x6 4x8 MT18HS 4x8 MT18HS 8-3-0 8-3-0 16-6-0 8-3-0 4-3-4 4-3-4 8-3-0 3-11-12 12-2-12 3-11-12 16-6-0 4-3-4 1-5-16-11-11-5-12-11-18.00 12 4.50 12 Plate Offsets (X,Y)-- [3:0-3-4,0-3-0], [6:0-2-12,0-2-0], [7:0-4-0,0-3-4], [8:0-2-12,0-2-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.60 0.70 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.21 0.21 0.01 (loc) 7 7-8 6 7 l/defl >999 >946 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 83 lb FT = 0% GRIP 169/123 197/144 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 4-7,2-7: 2x4 WW Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)8=1945/0-5-8 (min. 0-2-12), 6=1945/0-5-8 (min. 0-2-12) Max Horz 8=111(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-787/0, 2-3=-2982/0, 3-4=-2982/0, 4-5=-787/0, 1-8=-780/0, 5-6=-780/0 BOT CHORD 7-8=0/2641, 6-7=0/2641 WEBS 3-7=0/2007, 2-8=-2839/0, 4-6=-2839/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 6) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss B1 Truss Type ROOF SPECIAL Qty 3 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203171 Run: 7.600 s Oct 3 2014 Print: 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:25:15 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-o66rjc8DYbJWG9qvYvumDGEpZXkbcuvnOpcpOOzSkfI Scale = 1:69.9 A B C D E F G H I J X M K L W V U T S R Q P O N Y Z 10x10 8x8 3x8 M18SHS 8x10 5x5 4x6 5x6 12x18 M18SHS 8x16 5x8 3x8 4x6 3x4 3x4 10x10 8x12 6x8 4x6 3x6 9x10 M18SHS 4x10 4-3-8 4-3-8 8-3-0 3-11-8 12-2-0 3-11-0 16-0-8 3-10-8 18-5-8 2-5-0 20-10-8 2-5-0 24-8-8 3-10-0 28-6-8 3-10-0 30-7-8 2-1-0 33-0-0 2-4-8 -3-6-8 3-6-8 4-3-8 4-3-8 8-3-0 3-11-8 8-3-8 0-0-8 12-2-0 3-10-8 16-0-8 3-10-8 18-5-8 2-5-0 20-10-8 2-5-0 24-8-8 3-10-0 28-6-8 3-10-0 30-7-8 2-1-0 33-0-0 2-4-8 35-6-0 2-6-0 2-1-127-8-19-3-51-0-81-7-44-6-51-7-41-0-08.00 12 4.00 12 4.50 12 3.00 12 Plate Offsets (X,Y)-- [B:0-3-8,0-3-12], [D:0-7-11,0-4-0], [F:0-2-0,0-3-8], [G:0-2-14,0-1-12], [H:0-3-12,0-4-0], [M:0-3-10,0-3-3], [M:0-0-13,0-2-3], [O:0-8-8,0-6-0], [Q:0-5-0,0-4-0], [S:0-5-4,0-7-4], [U:0-4-12,0-5-0], [V:0-2-0,0-1-12] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.85 0.75 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.54 -0.70 0.45 0.05 (loc) N-O N-O K O l/defl >725 >559 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 289 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* H-L: 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD 2x6 SPF 1650F 1.5E *Except* F-R: 2x4 SPF 1650F 1.5E, H-P: 1.5X5.5 Microllam LVL 2.0E TG M-O,K-M: 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* C-V,C-U,E-U,E-T,F-T,I-O,I-N: 2x4 WW Stud OTHERS 1.5X7.25 Microllam LVL 2.0E TG LBR SCAB J-L 1.5x7.25 MLLVL MicrollamTG both sides BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: V-W,R-S,K-M. WEBS 1 Row at midpt G-Q, I-O MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)W=3179/0-5-8 (min. 0-4-10), K=2794/0-5-8 (min. 0-2-7) Max Horz W=-104(LC 8) Max Grav W=3241(LC 15), K=2879(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-Y=0/416, B-C=-3567/0, C-D=-4377/0, D-E=-3905/0, E-F=-4920/0, F-Z=-5268/0, G-Z=-5333/0, G-H=-5477/0, H-I=-5904/0, I-J=-7598/0, J-X=-7642/0, M-X=-7698/0, B-W=-3150/0 BOT CHORD V-W=-308/103, U-V=0/2915, T-U=0/4870, S-T=0/5269, P-Q=0/1447, N-O=0/7282, M-N=0/7282, K-M=-1407/0 WEBS C-V=-1204/0, C-U=0/1074, E-U=-1196/43, E-T=-28/293, F-T=-586/33, Q-S=0/4867, G-S=0/1858, G-Q=-4274/0, O-Q=0/2839, G-O=0/2608, I-O=-2040/0, I-N=0/393, B-V=0/2884, D-U=0/3027 NOTES- 1) Attached 7-6-7 scab J to L, both face(s) 1.5X7.25 Microllam LVL 2.0E TG with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 0-0-0 from end at joint J, nail 3 row(s) at 4" o.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 9) Bearing at joint(s) W, K considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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.Continued on page 2 TRUSS WORK WITHOUT BC FILER DESIGNS IN THIS JOB CHECKED FOR 1.0 TIMES OF THE SNOW LOAD ON OVERHANG PER SECTION 7.4.5 ASCE 7-10 THIS IS TO BE APPROVED BY LOCAL BUILDING DEPARTMENT. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss B1 Truss Type ROOF SPECIAL Qty 3 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203171 Run: 7.600 s Oct 3 2014 Print: 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:25:15 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-o66rjc8DYbJWG9qvYvumDGEpZXkbcuvnOpcpOOzSkfI LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss B1G Truss Type ROOF SPECIAL Qty 1 Ply 4 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203172 Run: 7.600 s Oct 3 2014 Print: 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:26:07 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-H6FVdOmrJZs8V9pvbqpzKENjDVVVoRYRMvCZDNzSkeU Scale = 1:68.3 A B C D E F G H I L J K V U T S R Q P O N M W X 8x8 6x8 3x8 M18SHS 8x8 5x5 4x4 4x6 12x20 8x16 5x8 3x6 5x6 3x4 3x4 8x10 5x10 5x8 4x6 3x6 8x8 4-3-8 4-3-8 8-3-0 3-11-8 12-2-0 3-11-0 16-0-8 3-10-8 18-5-8 2-5-0 20-10-8 2-5-0 24-8-8 3-10-0 28-6-8 3-10-0 30-7-8 2-1-0 33-0-0 2-4-8 -3-6-8 3-6-8 4-3-8 4-3-8 8-3-0 3-11-8 8-3-8 0-0-8 12-2-0 3-10-8 16-0-8 3-10-8 18-5-8 2-5-0 20-10-8 2-5-0 24-8-8 3-10-0 28-6-8 3-10-0 30-7-8 2-1-0 33-0-0 2-4-8 35-6-0 2-6-0 2-1-127-8-19-3-51-0-81-7-44-6-51-7-41-0-08.00 12 4.00 12 4.50 12 3.00 12 Plate Offsets (X,Y)-- [B:0-3-8,0-3-12], [D:0-4-11,0-2-12], [F:0-2-4,0-3-8], [G:0-2-10,0-1-12], [H:0-3-8,0-3-0], [L:1-3-3,0-5-5], [L:0-4-10,0-3-3], [P:0-4-0,0-1-8], [R:0-6-4,0-5-4], [T:0-2-12,0-4-12] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 4-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.73 0.70 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.42 -0.54 0.35 0.04 (loc) M-N M-N J N l/defl >942 >726 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 986 lb FT = 0% GRIP 118/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* H-K: 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD 2x6 SPF 1650F 1.5E *Except* F-Q: 2x4 SPF 1650F 1.5E, H-O: 1.5X5.5 Microllam LVL 2.0E TG L-N,J-L: 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* C-U,C-T,E-T,E-S,F-S,I-N,I-M: 2x4 WW Stud BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: U-V,Q-R,J-L. REACTIONS.(lb/size)V=9537/0-5-8 (min. 0-3-7), J=8381/0-5-8 (min. 0-1-13) Max Horz V=-311(LC 8) Max Grav V=9723(LC 15), J=8638(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-W=0/465, B-W=0/1249, B-C=-10701/0, C-D=-13131/0, D-E=-11714/0, E-F=-14759/0, F-X=-15803/0, G-X=-15997/0, G-H=-16427/0, H-I=-17681/0, I-L=-23286/0, B-V=-9450/0 BOT CHORD U-V=-925/308, T-U=0/8744, S-T=0/14609, R-S=0/15809, F-R=-344/250, P-Q=0/712, O-P=0/4419, H-N=-789/73, M-N=0/21948, L-M=0/21948, J-L=-4221/0 WEBS C-U=-3613/0, C-T=0/3223, E-T=-3589/129, E-S=-83/879, F-S=-1760/100, P-R=0/14599, G-R=0/5578, G-P=-12785/0, N-P=0/8429, G-N=0/7803, I-N=-6243/0, I-M=0/1618, B-U=0/8651, D-T=0/9081 NOTES- 1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 1.5x7.25 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, 1.5x7.25 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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.Continued on page 2 Alternate to 1/2" dia Bolts & Washers specified in note 1:USP W6, SIMPSON SDS25600, SDW22638 OR TRUSSLOK TSLZ006, 1/4" X 6" WOOD SCREWS SPACED @ 24" O.C., 2 ROWS (ONE ROW - 2X4) DRIVEN FROM LOADED SIDE OF 4-PLY GIRDER TRUSS CAN REPLACE THE 1/2" BOLTS @ 48" O.C. IN CHORD MEMBERS AS SHOWN IN THE NOTE SECTION. 5x8 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss B1G Truss Type ROOF SPECIAL Qty 1 Ply 4 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203172 Run: 7.600 s Oct 3 2014 Print: 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:26:07 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-H6FVdOmrJZs8V9pvbqpzKENjDVVVoRYRMvCZDNzSkeU NOTES- 10) Bearing at joint(s) V, J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss B2 Truss Type ROOF SPECIAL Qty 4 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203173 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:14 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-lXUMmhi5OQ1JOJ1qTI?HDOMZv_HXl?4CWiAgp_zSpDp Scale = 1:72.8 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 10x12 M18SHS 8x8 4x8 MT18HS 10x12 M18SHS 6x6 6x8 8x12 6x12 MT18HS 4x6 5x8 4x4 3x4 12x14 M18SHS 8x12 4x6 2x4 9x10 M18SHS 4-3-8 4-3-8 8-3-0 3-11-8 13-1-8 4-10-8 17-11-8 4-10-0 22-10-8 4-11-0 27-9-8 4-11-0 33-0-0 5-2-8 -3-6-8 3-6-8 4-3-8 4-3-8 8-3-0 3-11-8 8-3-8 0-0-8 13-1-8 4-10-0 17-11-8 4-10-0 22-10-8 4-11-0 27-9-8 4-11-0 33-0-0 5-2-8 35-6-0 2-6-0 2-1-127-8-19-3-51-0-81-7-44-6-50-10-100-0-08.00 12 4.00 12 4.50 12 Plate Offsets (X,Y)-- [2:0-4-8,0-4-0], [4:0-3-1,Edge], [6:0-1-12,0-3-8], [7:0-2-12,0-4-12], [10:0-0-13,0-4-0], [13:0-5-4,0-4-0], [14:0-3-4,Edge], [15:0-8-12,0-7-0], [17:0-6-0,0-3-12], [18:0-3-0,0-2-8], [19:0-0-0,0-0-12] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.67 0.83 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.49 -0.63 0.34 0.04 (loc) 15-16 15-16 10 15-16 l/defl >804 >618 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 217 lb FT = 0% GRIP 118/123 113/123 169/123 LUMBER- TOP CHORD 2x8 SPF 1950F 1.7E *Except* 4-7: 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E *Except* 17-19: 2x4 SPF 1650F 1.5E, 6-14: 1.5X5.5 Microllam LVL 2.0E TG WEBS 2x4 WW Stud *Except* 3-17,5-17,2-18,4-17: 2x4 SPF 1650F 1.5E, 13-15: 2x4 SPF 2100F 1.8E 2-19: 2x6 SPF 1650F 1.5E SLIDER Right 2x4 WW Stud 2-7-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)19=4797/0-5-8 (req. 0-6-15), 10=4501/0-5-8 (req. 0-5-14) Max Horz 19=-163(LC 8) Max Grav 19=4884(LC 15), 10=4635(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=0/646, 2-3=-5160/0, 3-4=-6480/0, 4-5=-5900/0, 5-21=-7421/0, 6-21=-7641/0, 6-7=-7574/0, 7-8=-7513/0, 8-9=-7446/0, 9-10=-7687/0, 2-19=-4759/0 BOT CHORD 18-19=-428/177, 17-18=0/4132, 16-17=0/7494, 15-16=0/7627, 6-15=-1070/2, 13-14=0/1476, 12-13=0/6755, 10-12=0/6755 WEBS 3-18=-1756/0, 3-17=0/1804, 5-17=-1850/81, 13-15=0/5663, 7-13=-1318/24, 8-13=0/336, 2-18=0/4017, 4-17=0/4263 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) WARNING: Required bearing size at joint(s) 19, 10 greater than input bearing size. 9) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss B3 Truss Type Roof Special Qty 2 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203174 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:15 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-Dj2kz1jk9j9A0Tc11?WWmbvlFObRURpMkMvELRzSpDo Scale = 1:66.3 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 12x12 8x8 6x12 MT18HS 6x8 6x6 8x16 4x6 4x6 4x8 5x8 6x6 12x18 M18SHS 7x14 4x8 3x8 3x8 2x4 9x10 M18SHS 3x8 4-3-8 4-3-8 8-3-8 4-0-0 13-1-8 4-10-0 17-11-8 4-10-0 22-10-8 4-11-0 27-9-8 4-11-0 33-0-0 5-2-8 -3-6-8 3-6-8 4-3-8 4-3-8 8-3-8 4-0-0 13-1-8 4-10-0 17-11-8 4-10-0 22-10-8 4-11-0 27-9-8 4-11-0 33-0-0 5-2-8 2-1-127-8-19-3-51-0-81-7-48.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-3-12], [4:0-10-1,0-5-4], [6:0-2-12,0-3-8], [7:0-4-0,0-5-4], [8:0-1-0,0-1-12], [9:Edge,0-3-4], [11:0-6-4,0-4-0], [13:1-2-0,0-6-0], [14:0-2-12,0-3-0], [16:0-1-12,0-1-8], [17:0-1-12,0-1-8], [18:0-3-12,0-1-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.63 0.85 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.53 -0.69 0.21 0.05 (loc) 13-14 13-14 9 13 l/defl >737 >572 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 233 lb FT = 0% GRIP 118/123 113/123 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 1-4: 2x8 SPF 1950F 1.7E BOT CHORD 2x6 SPF 2100F 1.8E *Except* 13-15: 1.5X5.5 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* 3-17,3-16,8-11,8-10: 2x4 WW Stud, 11-13,2-18: 2x6 SPF 1650F 1.5E SLIDER Right 2x8 SPF 1950F 1.7E 5-4-7 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18. WEBS 1 Row at midpt 5-16, 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)9=3881/0-5-8 (min. 0-5-2), 18=4851/0-5-8 (min. 0-1-12) Max Horz 18=-156(LC 8) Max Grav 9=4014(LC 16), 18=4851(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=0/303, 2-19=0/596, 2-3=-3800/0, 3-4=-4008/0, 4-5=-3635/0, 5-20=-6103/0, 6-20=-6307/0, 6-7=-9247/0, 7-8=-7814/0, 8-9=-8570/0, 2-18=-4768/0 BOT CHORD 17-18=-491/159, 16-17=0/2766, 15-16=0/5790, 14-15=0/5790, 13-14=0/8753, 6-13=0/2114, 11-12=0/757, 10-11=0/7677, 9-10=0/7677 WEBS 3-17=-1186/7, 3-16=-64/973, 4-16=0/2204, 5-16=-3804/0, 5-14=0/2275, 6-14=-3740/0, 11-13=0/6981, 7-13=0/1451, 7-11=-2215/0, 8-11=-509/22, 2-17=0/3123 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C1 Truss Type ROOF SPECIAL Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203175 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:17 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-959UOjk_hLQtFnmP8QY_r0_5DBJzyKIfCgOKQJzSpDm Scale = 1:83.0 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 28 8x8 8x8 10x10 6x8 5x6 5x8 6x8 5x6 4x4 4x4 4x4 8x8 12x18 M18SHS 10x10 4x4 4x4 4x4 4x4 4x4 4x4 2x4 6x8 4x8 3-11-10 3-11-10 7-7-12 3-8-2 11-3-14 3-8-2 15-0-0 3-8-2 17-9-12 2-9-12 22-8-5 4-10-9 27-6-14 4-10-9 32-5-7 4-10-9 37-3-15 4-10-9 42-6-0 5-2-1 -3-0-0 3-0-0 3-11-10 3-11-10 7-7-12 3-8-2 11-3-14 3-8-2 15-0-0 3-8-2 17-9-12 2-9-12 22-8-5 4-10-9 27-6-14 4-10-9 32-5-7 4-10-9 37-3-15 4-10-9 42-6-0 5-2-1 1-2-127-2-09-3-41-0-82-1-45-8-145-8-144.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-4-8], [7:0-3-0,0-2-4], [10:0-4-0,0-4-8], [13:0-5-3,0-1-0], [19:0-3-0,0-2-8], [21:0-7-4,0-4-8], [25:0-4-12,0-7-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.60 0.71 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -1.00 -1.30 0.76 0.08 (loc) 20 20 13 20 l/defl >506 >389 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 548 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 21-25,6-20: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 19-21,2-25: 2x6 SPF 1650F 1.5E, 7-21,7-19,2-24: 2x4 SPF 2100F 1.8E SLIDER Right 2x4 WW Stud 2-8-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-25. WEBS 1 Row at midpt 7-19 REACTIONS.(lb/size)25=3885/0-5-8 (min. 0-2-6), 13=3363/0-5-8 (min. 0-2-11) Max Horz 25=-58(LC 11) Max Grav 25=3885(LC 1), 13=3462(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8902/0, 3-26=-13711/0, 4-26=-13709/0, 4-5=-15589/0, 5-6=-15199/0, 6-7=-14089/0, 7-8=-4260/0, 8-9=-5425/0, 9-27=-6437/0, 10-27=-6571/0, 10-11=-7321/0, 11-12=-7103/0, 12-13=-7281/0, 2-25=-3757/0 BOT CHORD 24-25=-477/924, 23-24=0/8664, 22-23=0/13368, 21-22=0/15120, 20-21=0/251, 6-21=-33/660, 19-20=0/378, 19-28=0/5008, 18-28=0/5008, 17-18=0/6106, 16-17=0/6911, 15-16=0/6911, 14-15=0/6519, 13-14=0/6519 WEBS 3-24=-2113/0, 3-23=0/4602, 4-23=-1450/0, 4-22=0/2014, 5-22=-485/18, 5-21=-1230/440, 19-21=0/8651, 7-21=0/14777, 7-19=-6541/0, 8-19=-2365/0, 8-18=0/1296, 9-18=-1662/4, 9-17=0/713, 10-17=-1041/5, 11-15=0/458, 2-24=0/7296 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered 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, 2x6 - 2 rows staggered 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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 = 10.0psf. 10) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C1 Truss Type ROOF SPECIAL Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203175 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:17 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-959UOjk_hLQtFnmP8QY_r0_5DBJzyKIfCgOKQJzSpDm NOTES- 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss C1G Truss Type GABLE Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203176 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:18 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-dIjsb3lcSeYktxKci84DNEXEvbb_hmaoQK8uymzSpDl Scale = 1:64.9 3 4 5 6 7 8 1 2 16 15 14 13 12 11 10 9 8x8 8x10 5x10 M18SHS 9x10 M18SHS 8x8 4x6 10x18 4x6 5x8 6x8 5x6 12x18 M18SHS 12x14 M18SHS 5x8 4x8 2x4 9x10 M18SHS 2x4 2x4 2x4 2x4 2x4 3x6 2x4 3x6 2x4 3x6 2x4 2x4 5-3-10 5-3-10 10-3-12 5-0-2 15-1-10 4-9-14 19-11-8 4-9-14 24-10-8 4-11-0 29-9-8 4-11-0 35-0-0 5-2-8 5-3-10 5-3-10 10-3-12 5-0-2 15-1-10 4-9-14 19-11-8 4-9-14 24-10-8 4-11-0 29-9-8 4-11-0 35-0-0 5-2-8 3-7-28-11-71-0-81-7-44.00 12 Plate Offsets (X,Y)-- [4:0-2-4,0-2-4], [6:0-5-0,0-4-8], [7:0-1-4,0-2-4], [8:Edge,0-3-8], [10:0-6-12,Edge], [12:0-11-12,0-6-0], [13:0-4-4,0-4-12], [15:0-2-12,0-2-4], [18:0-1-15,0-1-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.73 0.98 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.68 -0.89 0.33 0.07 (loc) 12 12-13 8 12 l/defl >611 >469 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 226 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 1-3: 2x8 SPF 1950F 1.7E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 5-11: 2x4 SPF 1650F 1.5E, 8-11: 2x4 SPF 2100F 1.8E 12-13: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 10-12: 2x4 SPF 2100F 1.8E, 1-16: 2x6 SPF 1650F 1.5E 17-18,18-19: 2x4 WW Stud OTHERS 2x4 WW Stud SLIDER Right 2x6 SPF 1650F 1.5E 5-5-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)16=4173/0-5-8 (req. 0-6-9), 8=4173/0-5-8 (min. 0-5-5) Max Horz 16=-95(LC 11) Max Grav 16=4173(LC 1), 8=4182(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-5096/0, 4-5=-6935/0, 5-6=-10442/0, 6-7=-8076/0, 7-8=-8739/0, 1-16=-4060/0, 1-2=-4211/0, 2-3=-5166/0 BOT CHORD 14-15=0/3823, 13-14=0/6420, 12-13=0/9770, 5-12=0/2683, 10-11=0/303, 9-10=0/7779, 8-9=0/7779 WEBS 2-15=-2186/21, 2-14=0/1612, 3-14=0/2054, 4-14=-3510/0, 4-13=0/2299, 5-13=-4358/0, 10-12=0/7897, 6-12=0/2343, 6-10=-2840/0, 7-10=-257/71, 1-15=0/4222 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; 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=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) Gable studs spaced at 1-4-0 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 20.0psf 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. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C2 Truss Type SCISSORS Qty 4 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203177 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:19 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-5UHFpPmEDygbV4voGrbSwR3TS?zxQFsxf_tRUCzSpDk Scale = 1:67.0 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 7x10 8x10 8x8 12x18 M18SHS 6x12 MT18HS 12x18 M18SHS 4x4 4x6 3x8 8x8 10x10 4x4 4x6 10x12 M18SHS 4x8 6x8 12x14 M18SHS 6x6 7x10 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 29-8-13 3-11-11 34-0-0 4-3-3 -3-0-0 3-0-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 29-8-13 3-11-11 34-0-0 4-3-3 1-2-127-2-07-5-42-0-80-3-44-3-44.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-4-12], [6:0-3-12,0-4-0], [7:0-5-0,0-3-8], [9:0-4-0,0-5-0], [13:0-3-0,0-3-0], [14:0-5-8,0-5-0], [16:0-5-0,0-5-12], [17:0-8-12,0-7-0], [21:0-4-4,0-7-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.49 0.87 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.96 -1.25 0.76 0.09 (loc) 17-18 17-18 12 17-18 l/defl >419 >321 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 227 lb FT = 0% GRIP 118/123 113/123 113/123 LUMBER- TOP CHORD 1.5X5.5 Microllam LVL 2.0E TG BOT CHORD 1.5X5.5 Microllam LVL 2.0E TG *Except* 17-19,14-17: 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* 2-21: 1.5X5.5 Microllam LVL 2.0E TG, 2-20: 2x4 SPF 2100F 1.8E 11-12: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21. REACTIONS.(lb/size)21=3191/0-5-8 (min. 0-2-12), 12=2660/0-5-8 (min. 0-2-6) Max Horz 21=33(LC 12) Max Grav 21=3200(LC 15), 12=2785(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7314/0, 3-22=-10901/0, 4-22=-10793/0, 4-5=-11533/0, 5-6=-9774/0, 6-7=-8035/0, 7-8=-8261/0, 8-9=-8100/0, 9-10=-7676/0, 10-23=-5015/0, 11-23=-5183/0, 2-21=-3146/0, 11-12=-2737/0 BOT CHORD 20-21=-465/902, 19-20=0/7081, 18-19=0/10534, 17-18=0/11139, 16-17=0/9137, 15-16=0/7879, 14-15=0/7386, 13-14=0/4966, 12-13=-2/431 WEBS 3-20=-1559/4, 3-19=0/3444, 4-19=-918/11, 4-18=0/1079, 5-18=-11/297, 5-17=-2342/7, 6-17=0/3734, 6-16=-3464/0, 7-16=0/3957, 8-16=-556/936, 8-15=-669/14, 9-15=0/913, 9-14=-1062/0, 10-14=0/2522, 10-13=-1967/0, 2-20=0/5829, 11-13=0/4419 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 21, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C2GD Truss Type SCISSORS Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203178 Run: 7.600 s Oct 3 2014 Print: 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:26:48 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-a?E?EQGZf91JwSRnUx2aUtaqF0VFv?STnneE9VzSkdr Scale = 1:65.9 A B C D E F G H I J K U T S R Q P O N M L V W 8x8 8x8 8x8 12x18 M18SHS 6x8 10x12 M18SHS 4x4 4x6 3x4 8x8 10x10 3x4 8x8 7x12 M18SHS 4x8 5x10 10x10 5x5 8x8 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 29-8-13 3-11-11 34-0-0 4-3-3 -3-0-0 3-0-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 29-8-13 3-11-11 34-0-0 4-3-3 1-2-127-2-07-5-42-0-80-3-44-3-44.00 12 3.00 12 Plate Offsets (X,Y)-- [C:0-3-12,0-4-12], [I:0-3-12,0-4-8], [N:0-4-12,0-4-8], [O:0-4-0,0-5-4], [P:0-5-0,0-5-12], [S:0-5-0,0-5-4], [T:0-4-0,0-2-12], [U:0-4-12,0-7-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.33 0.69 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.76 -0.99 0.61 0.07 (loc) Q-R Q-R L Q-R l/defl >529 >406 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 455 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 1.5X5.5 Microllam LVL 2.0E TG BOT CHORD 1.5X5.5 Microllam LVL 2.0E TG *Except* Q-S,N-Q: 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* B-U: 1.5X5.5 Microllam LVL 2.0E TG, B-T: 2x4 SPF 2100F 1.8E K-L: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: T-U. REACTIONS.(lb/size)U=4085/0-5-8 (min. 0-1-12), L=4266/0-5-8 (min. 0-1-14) Max Horz U=33(LC 12) Max Grav U=4094(LC 15), L=4391(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B-C=-10237/0, C-V=-15787/0, D-V=-15680/0, D-E=-17644/0, E-F=-16149/0, F-G=-13718/0, G-H=-14094/0, H-I=-15482/0, I-J=-13519/0, J-W=-8276/0, K-W=-8443/0, B-U=-4077/0, K-L=-4324/0 BOT CHORD T-U=-379/1421, S-T=0/9954, R-S=0/15268, Q-R=0/17068, P-Q=0/15128, O-P=0/15158, N-O=0/13047, M-N=0/8140, L-M=0/642 WEBS C-T=-2166/0, C-S=0/5302, D-S=-1449/4, D-R=0/2302, E-Q=-2112/10, F-Q=0/5512, F-P=-4547/0, G-P=0/6935, H-P=-2111/46, H-O=0/1008, I-O=0/2485, I-N=-2125/0, J-N=0/5067, J-M=-3280/0, B-T=0/8050, K-M=0/7306 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 1.5x5.5 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 1.5x5.5 - 2 rows staggered at 0-9-0 oc, 1.5x7.25 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member H-O 2x4 - 2 rows staggered at 0-3-0 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) U, L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C2GD Truss Type SCISSORS Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203178 Run: 7.600 s Oct 3 2014 Print: 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:26:48 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-a?E?EQGZf91JwSRnUx2aUtaqF0VFv?STnneE9VzSkdr NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2500 lb down at 21-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A-B=-147, B-G=-147, G-K=-147, Q-U=-13, L-Q=-13 Concentrated Loads (lb) Vert: O=-2500(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss C3 Truss Type SCISSORS Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203179 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:22 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-W3zNRRo7Vt2AMYeNxz89Y4humC1ade3OLy655XzSpDh Scale = 1:46.6 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 8x8 5x5 7x12 M18SHS 7x12 M18SHS 4x4 7x10 3x4 4x4 3x8 5x6 6x10 6x8 10x12 M18SHS 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-6-9 3-8-13 -3-0-0 3-0-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-6-9 3-8-13 1-2-127-2-03-1-72-9-101-2-64.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-4-8], [6:0-2-0,0-1-12], [7:0-3-8,0-2-8], [8:0-4-0,0-3-8], [11:0-5-4,0-4-0], [13:0-5-12,0-4-8], [14:0-5-0,0-2-8], [15:0-5-0,0-7-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.87 0.69 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.46 -0.60 0.26 0.05 (loc) 12-13 12-13 9 13 l/defl >553 >422 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 126 lb FT = 0% GRIP 197/144 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-15: 1.5X5.5 Microllam LVL 2.0E TG, 2-14: 2x4 SPF 2100F 1.8E 8-9: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)9=2474/0-3-8 (min. 0-3-0), 15=3314/0-5-8 (min. 0-4-0) Max Horz 15=117(LC 7) Max Uplift15=-25(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6100/0, 3-4=-8093/0, 4-5=-7107/0, 5-16=-4163/0, 6-16=-4011/0, 6-7=-2624/0, 7-8=-2744/0, 2-15=-3123/44, 8-9=-2465/0 BOT CHORD 14-15=-899/332, 13-14=0/5845, 12-13=0/7791, 11-12=0/6793, 10-11=0/3853 WEBS 3-14=-1353/39, 3-13=0/1941, 4-13=-466/43, 4-12=-950/15, 5-12=0/615, 5-11=-2920/3, 6-11=0/2834, 6-10=-3249/0, 7-10=0/1226, 8-10=0/2706, 2-14=0/5205 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 9, 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 15. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C4 Truss Type SCISSORS Qty 8 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203180 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:23 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-_FXlfmplGBA1ziDZVhfO4HE3WcIEM4lXacrfdzzSpDg Scale = 1:48.5 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 8x8 5x5 7x12 M18SHS 9x10 M18SHS 3x6 6x12 MT18HS 3x4 3x4 3x8 5x6 6x10 8x8 10x12 M18SHS 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 22-0-0 4-2-4 -3-0-0 3-0-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 22-0-0 4-2-4 24-6-0 2-6-0 1-2-127-2-03-0-82-8-121-3-44.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-4-8], [6:0-2-0,0-1-8], [12:0-4-4,0-4-8], [14:0-5-8,0-4-8], [15:0-5-4,0-3-8], [16:0-5-0,0-7-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.87 0.98 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.51 -0.66 0.30 0.05 (loc) 13-14 13-14 10 14 l/defl >507 >391 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 133 lb FT = 0% GRIP 197/144 113/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 7-9: 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 12-14: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-16: 1.5X5.5 Microllam LVL 2.0E TG, 2-15: 2x4 SPF 2100F 1.8E 8-10: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)10=3168/0-5-8 (min. 0-4-12), 16=3329/0-5-8 (min. 0-5-1) Max Horz 16=85(LC 7) Max Uplift16=-27(LC 6) Max Grav 10=3168(LC 1), 16=3399(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6400/0, 3-4=-8569/0, 4-17=-7675/0, 5-17=-7454/0, 5-6=-4559/0, 6-7=-2850/0, 7-8=-2869/0, 8-9=0/270, 2-16=-3223/43, 8-10=-3135/14 BOT CHORD 15-16=-907/323, 14-15=0/6134, 13-14=0/8253, 12-13=0/7347, 11-12=0/4200 WEBS 3-15=-1395/38, 3-14=0/2115, 4-14=-509/43, 4-13=-945/16, 5-13=0/607, 5-12=-3076/2, 6-12=0/3043, 6-11=-3592/0, 7-11=0/1493, 8-11=0/2896, 2-15=0/5497 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 10, 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 16. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C5 Truss Type SCISSORS Qty 2 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203181 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:25 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-weeW3Sr?ooQlD?Nyc6isAiJNTQ_YqyZq1vKliszSpDe Scale = 1:59.3 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 8x8 8x8 8x8 12x18 M18SHS 7x12 M18SHS 12x18 M18SHS 3x4 4x6 3x8 10x10 10x10 5x6 4x10 8x12 8x8 10x12 M18SHS 4x8 MT18HS 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 28-11-10 3-2-8 -3-0-0 3-0-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 28-11-10 3-2-8 1-2-127-2-02-5-80-11-143-0-34.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-3-4,0-5-4], [9:0-4-0,0-4-8], [11:0-0-0,0-0-13], [12:0-4-4,0-4-8], [14:0-5-0,0-5-12], [15:0-8-9,0-7-7], [19:0-6-0,0-7-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.96 0.99 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.92 -1.20 0.69 0.09 (loc) 15-16 15-16 11 16 l/defl >371 >284 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 183 lb FT = 0% GRIP 118/123 113/123 197/144 LUMBER- TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E *Except* 15-17,12-15: 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* 2-19: 1.5X7.25 Microllam LVL 2.0E TG, 2-18: 2x4 SPF 2100F 1.8E 10-11: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19 2-2-0 oc bracing: 17-18. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)19=4199/0-5-8 (min. 0-5-2), 11=3368/0-3-8 (req. 0-4-3) Max Horz 19=64(LC 10) Max Uplift19=-10(LC 6) Max Grav 19=4202(LC 15), 11=3459(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8786/0, 3-4=-12941/0, 4-20=-13098/0, 5-20=-12995/0, 5-6=-10366/0, 6-7=-8223/0, 7-8=-8484/0, 8-9=-7080/0, 9-10=-4361/0, 2-19=-4047/18, 10-11=-3372/0 BOT CHORD 18-19=-870/811, 17-18=0/8491, 16-17=0/12492, 15-16=0/12633, 14-15=0/9632, 13-14=0/6846, 12-13=0/4066, 11-12=-10/259 WEBS 3-18=-1978/22, 3-17=0/3993, 4-17=-1016/29, 4-16=-2/762, 5-16=0/436, 5-15=-3273/7, 6-15=0/4328, 6-14=-4379/0, 7-14=0/3966, 8-14=0/2013, 8-13=-1738/0, 9-13=0/2781, 9-12=-2494/0, 10-12=0/4088, 2-18=0/7238 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 9) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 19. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C5G Truss Type SCISSORS Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203182 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:26 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-OqCuHordZ6Ycq9y8ApD5iwsZJpL3ZRXzGZ4JEIzSpDd Scale = 1:58.2 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 8x8 8x8 8x8 12x18 M18SHS 6x12 MT18HS 12x18 M18SHS 3x4 4x6 3x8 8x8 10x10 4x6 4x8 8x10 8x8 10x12 M18SHS 5x8 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 28-11-10 3-2-8 -3-0-0 3-0-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-5-8 4-0-8 17-9-12 1-4-4 21-9-7 3-11-11 25-9-2 3-11-11 28-11-10 3-2-8 1-2-127-2-02-5-80-11-143-0-34.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-4-8], [6:0-3-0,0-4-4], [9:0-4-0,0-4-8], [12:0-2-12,0-4-8], [14:0-5-0,0-5-12], [15:0-8-8,0-6-12], [18:0-5-12,0-3-0], [19:0-6-0,0-7-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 3-6-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.96 0.91 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.81 -1.05 0.60 0.08 (loc) 15-16 15-16 11 16 l/defl >424 >324 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 367 lb FT = 0% GRIP 118/123 113/123 197/144 LUMBER- TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 2100F 1.8E *Except* 15-17,12-15: 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* 2-19: 1.5X7.25 Microllam LVL 2.0E TG, 2-18: 2x4 SPF 2100F 1.8E 10-11: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD 2-0-0 oc purlins (2-4-4 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. REACTIONS.(lb/size)19=7348/0-5-8 (min. 0-4-8), 11=5895/0-3-8 (req. 0-3-11) Max Horz 19=113(LC 10) Max Uplift19=-18(LC 6) Max Grav 19=7354(LC 15), 11=6054(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/411, 2-3=-15376/0, 3-4=-22646/0, 4-20=-22921/0, 5-20=-22742/0, 5-6=-18141/0, 6-7=-14390/0, 7-8=-14847/0, 8-9=-12389/0, 9-10=-7632/0, 2-19=-7082/32, 10-11=-5901/0 BOT CHORD 18-19=-1522/1419, 17-18=0/14859, 16-17=0/21861, 15-16=0/22108, 14-15=0/16856, 13-14=0/11981, 12-13=0/7115, 11-12=-18/453 WEBS 3-18=-3461/39, 3-17=0/6988, 4-17=-1778/50, 4-16=-4/1334, 5-16=0/764, 5-15=-5728/12, 6-15=0/7574, 6-14=-7664/0, 7-14=0/6941, 8-14=0/3522, 8-13=-3042/0, 9-13=0/4866, 9-12=-4364/0, 10-12=0/7153, 2-18=0/12667 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 1.5x7.25 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 1.5x7.25 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-7-0 oc, Except member 17-3 2x4 - 1 row at 0-9-0 oc, member 4-17 2x4 - 1 row at 0-9-0 oc, member 16-4 2x4 - 1 row at 0-9-0 oc, member 5-16 2x4 - 1 row at 0-9-0 oc, member 15-5 2x4 - 1 row at 0-9-0 oc, member 15-6 2x4 - 1 row at 0-9-0 oc, member 14-7 2x4 - 1 row at 0-9-0 oc, member 14-8 2x4 - 1 row at 0-9-0 oc, member 8-13 2x4 - 1 row at 0-9-0 oc, member 13-9 2x4 - 1 row at 0-9-0 oc, member 9-12 2x4 - 1 row at 0-9-0 oc, member 12-10 2x4 - 1 row at 0-9-0 oc, member 18-2 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss C5G Truss Type SCISSORS Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203182 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:26 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-OqCuHordZ6Ycq9y8ApD5iwsZJpL3ZRXzGZ4JEIzSpDd NOTES- 9) * 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 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 11) Bearing at joint(s) 19, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 19. 13) 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. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss D1 Truss Type COMMON Qty 4 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203183 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:27 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-s1mGU8sFKPgTSJXKkXkKF7Pn7DoIIqg7VDpsnkzSpDc Scale = 1:40.1 1 2 3 4 5 6 10 9 8 7 11 5x8 4x6 3x4 3x8 4x4 4x4 4x6 4x8 MT18HS 4x8 MT18HS 8-8-4 8-8-4 17-4-8 8-8-4 -2-0-0 2-0-0 4-5-14 4-5-14 8-8-4 4-2-6 12-10-10 4-2-6 17-4-8 4-5-14 3-8-66-7-23-8-64.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.76 0.46 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.22 0.04 0.01 (loc) 7-9 9-10 7 9-10 l/defl >999 >918 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 94 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 3-10,5-7: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)10=2570/0-5-8 (min. 0-4-0), 7=2018/0-5-8 (min. 0-3-6) Max Horz 10=69(LC 9) Max Uplift10=-8(LC 6) Max Grav 10=2570(LC 1), 7=2149(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1668/0, 4-5=-1675/0, 2-10=-1065/61, 6-7=-528/10 BOT CHORD 9-10=-4/1307, 8-9=-9/1417, 7-8=-9/1417 WEBS 5-9=-262/420, 3-9=-132/490, 3-10=-1940/0, 5-7=-2049/19 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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 8 lb uplift at joint 10. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss D1G Truss Type COMMON Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203184 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:29 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-oPu1vquWs1wAidgjrymoKYU7h1T1ms7QyXIzrdzSpDa Scale = 1:40.1 1 2 3 4 5 6 10 9 8 7 11 5x8 4x6 3x4 3x8 4x4 4x4 4x6 4x8 MT18HS 4x8 MT18HS 8-8-4 8-8-4 17-4-8 8-8-4 -2-0-0 2-0-0 4-5-14 4-5-14 8-8-4 4-2-6 12-10-10 4-2-6 17-4-8 4-5-14 3-8-66-7-23-8-64.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 4-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.76 0.51 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.22 0.04 0.01 (loc) 7-9 9-10 7 9-10 l/defl >999 >918 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 188 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 3-10,5-7: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)10=5139/0-5-8 (min. 0-4-0), 7=4037/0-5-8 (min. 0-3-6) Max Horz 10=137(LC 9) Max Uplift10=-15(LC 6) Max Grav 10=5139(LC 1), 7=4298(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/309, 2-11=-417/46, 3-11=-160/269, 3-4=-3335/0, 4-5=-3349/0, 5-6=-457/293, 2-10=-2129/123, 6-7=-1056/20 BOT CHORD 9-10=-7/2614, 8-9=-17/2834, 7-8=-17/2834 WEBS 4-9=-74/324, 5-9=-524/840, 3-9=-263/980, 3-10=-3880/0, 5-7=-4098/38 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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 15 lb 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 ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss E1 Truss Type MONOPITCH Qty 10 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203185 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:30 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-HcSP7Av8dK21JnFvPfH1tm0H6RiRVC8ZBB2WN3zSpDZ Scale = 1:35.7 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 10x10 4x4 4x8 3x10 4x8 3x6 12x18 M18SHS 8x12 5x5 5x5 5x5 6x6 3-3-4 3-3-4 6-3-1 2-11-12 9-2-13 2-11-12 12-2-10 2-11-12 15-2-6 2-11-12 18-5-10 3-3-4 -0-11-10 0-11-10 3-3-4 3-3-4 6-3-1 2-11-12 9-2-13 2-11-12 12-2-10 2-11-12 15-2-6 2-11-12 18-5-10 3-3-4 1-3-05-10-72-2-53.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-3-4,0-1-8], [5:0-8-4,0-5-8], [6:0-6-0,0-4-8], [7:0-1-4,0-2-0], [8:0-2-8,0-3-8], [10:0-2-4,0-2-0], [11:0-2-0,0-1-8], [13:0-3-0,0-2-0], [14:0-2-0,0-2-4], [15:0-4-12 ,0-3-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.71 0.94 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.60 -0.74 0.41 0.05 (loc) 12-13 12-13 9 12 l/defl >361 >294 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 111 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 1.5X5.5 Microllam LVL 2.0E TG *Except* 9-12: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-15: 1.5X5.5 Microllam LVL 2.0E TG BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)15=1638/0-5-8 (min. 0-1-10), 9=1441/0-5-8 (min. 0-2-4) Max Horz 15=89(LC 9) Max Grav 15=1904(LC 15), 9=1878(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1853/9, 2-3=-4591/0, 3-16=-7818/0, 4-16=-7770/0, 4-5=-7961/0, 5-6=-7870/0, 6-7=-3514/0, 7-8=-1367/10, 8-9=-1814/0 BOT CHORD 14-15=-56/895, 13-14=0/4486, 12-13=0/7729, 11-12=0/3345, 10-11=0/1316 WEBS 2-14=0/3431, 3-14=-1208/12, 3-13=0/3190, 4-13=-741/14, 6-12=0/4913, 6-11=-2196/8, 7-11=0/3011, 7-10=-2228/2, 8-10=0/2199 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss E1DG Truss Type GABLE Qty 10 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203186 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:31 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-lo?nKVvmOeBuxwq6zMpGPzZZfqAbEoPiQrn4wVzSpDY Scale = 1:35.6 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1010x10 5x5 2x4 3x8 3x8 3x8 3x6 3x6 6x8 4x10 3x8 4x6 10x12 7x10 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3-3-4 3-3-4 6-3-1 2-11-12 9-2-13 2-11-12 9-4-9 0-1-12 12-2-10 2-10-0 15-2-6 2-11-12 18-5-10 3-3-4 -0-11-10 0-11-10 3-3-4 3-3-4 6-3-1 2-11-12 9-2-13 2-11-12 12-2-10 2-11-12 15-2-6 2-11-12 18-5-10 3-3-4 1-3-04-1-115-2-152-2-53.00 12 3.00 12 Plate Offsets (X,Y)-- [7:0-9-12,0-6-12], [9:0-2-0,0-3-8], [13:0-4-12,0-5-4], [16:0-4-12,0-3-0], [18:0-1-14,0-1-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.28 0.44 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.34 0.19 0.02 (loc) 13-14 13-14 10 13 l/defl >795 >644 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 234 lb FT = 0% GRIP 118/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 1.5X5.5 Microllam LVL 2.0E TG *Except* 10-13: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-16,6-12: 1.5X5.5 Microllam LVL 2.0E TG, 17-18,18-19: 2x4 WW Stud OTHERS 2x4 WW Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)16=1638/0-5-8 (min. 0-1-8), 10=1441/0-5-8 (min. 0-1-8) Max Horz 16=89(LC 7) Max Grav 16=2109(LC 15), 10=1629(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2053/9, 9-10=-1603/0, 7-12=-2173/11, 2-3=-4758/0, 3-4=-7742/0, 4-5=-7838/0, 5-6=-2880/0, 7-8=-4126/0, 8-9=-1525/5 BOT CHORD 15-16=-57/938, 14-15=0/4630, 13-14=0/7662, 12-13=0/4141, 11-12=0/1439 WEBS 2-15=0/3524, 3-15=-1252/12, 3-14=0/2968, 4-14=-748/14, 5-13=0/1137, 8-12=0/3193, 8-11=-2029/8, 9-11=0/2268, 5-7=-4661/0, 7-13=0/3649 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 1.5x5.5 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 1.5x5.5 - 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) 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. 5) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 8) Gable studs spaced at 1-4-0 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 20.0psf 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. 11) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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.Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss E1DG Truss Type GABLE Qty 10 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203186 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:31 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-lo?nKVvmOeBuxwq6zMpGPzZZfqAbEoPiQrn4wVzSpDY LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss E1G Truss Type MONOPITCH Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203187 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:32 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-D_Z9YrwO9yJlZ4PIW4KVyB6h6ERvzA2sfVXdSyzSpDX Scale = 1:35.1 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 10x10 3x4 4x8 4x8 4x8 3x6 12x20 8x8 5x5 4x6 5x5 6x6 3-3-4 3-3-4 6-3-1 2-11-12 9-2-13 2-11-12 12-2-10 2-11-12 15-2-6 2-11-12 18-5-10 3-3-4 -0-11-10 0-11-10 3-3-4 3-3-4 6-3-1 2-11-12 9-2-13 2-11-12 12-2-10 2-11-12 15-2-6 2-11-12 18-5-10 3-3-4 1-3-05-10-72-2-53.00 12 3.00 12 Plate Offsets (X,Y)-- [5:0-10-0,0-5-11], [6:0-2-12,0-4-8], [7:0-1-12,0-2-0], [8:0-2-12,0-3-8], [11:0-2-0,0-2-4], [15:0-4-12,0-3-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.49 0.75 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.45 -0.56 0.31 0.04 (loc) 12-13 12-13 9 12 l/defl >477 >390 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 222 lb FT = 0% GRIP 118/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 1.5X5.5 Microllam LVL 2.0E TG *Except* 9-12: 2x6 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 2-15: 1.5X5.5 Microllam LVL 2.0E TG BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)15=2457/0-5-8 (min. 0-1-8), 9=2162/0-5-8 (min. 0-2-2) Max Horz 15=133(LC 9) Max Grav 15=2856(LC 15), 9=2818(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-2781/13, 2-3=-6889/0, 3-16=-11715/0, 4-16=-11645/0, 4-5=-12048/0, 5-6=-11909/0, 6-7=-5267/0, 7-8=-2054/16, 8-9=-2725/0 BOT CHORD 14-15=-84/1342, 13-14=0/6729, 12-13=0/11593, 11-12=0/5023, 10-11=0/1975 WEBS 2-14=0/5148, 3-14=-1802/17, 3-13=0/4773, 4-13=-1160/20, 4-12=-1/257, 5-12=-257/64, 6-12=0/7489, 6-11=-3331/11, 7-11=0/4507, 7-10=-3336/3, 8-10=0/3305 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 1.5x5.5 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 1.5x5.5 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 3-14 2x4 - 1 row at 0-7-0 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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. 9) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss E2 Truss Type ROOF SPECIAL Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203188 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:33 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-hA7XlBx0wFRcAE_U4nrkUOesmem7ie1?t9GA_OzSpDW Scale = 1:33.9 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 10x10 5x5 3x4 3x8 4x8 4x8 3x6 12x12 5x10 3x8 4x6 6x6 3-3-6 3-3-6 6-3-3 2-11-14 9-3-1 2-11-14 11-11-13 2-8-12 15-0-11 3-0-14 18-5-1 3-4-6 -0-11-10 0-11-10 3-3-6 3-3-6 6-3-3 2-11-14 9-3-1 2-11-14 11-11-13 2-8-12 15-0-11 3-0-14 18-5-1 3-4-6 1-3-04-2-152-7-102-2-63.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-2-8,0-3-4], [8:0-2-8,0-3-8], [12:0-6-0,0-5-11], [14:0-2-0,0-1-8], [15:0-4-12,0-3-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-4-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.50 0.82 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.42 -0.54 0.31 0.04 (loc) 12-13 12-13 9 12-13 l/defl >519 >399 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 99 lb FT = 0% GRIP 118/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-15: 1.5X5.5 Microllam LVL 2.0E TG, 5-11: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)15=1634/0-5-8 (min. 0-2-0), 9=1437/0-5-8 (min. 0-1-12) Max Horz 15=31(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-1592/4, 2-3=-3750/0, 3-16=-6154/0, 4-16=-6101/0, 4-5=-6295/0, 5-6=-2861/0, 6-7=-2908/0, 7-8=-1765/0, 8-9=-1380/0 BOT CHORD 14-15=-3/717, 13-14=0/3656, 12-13=0/6084, 11-12=0/6164, 10-11=0/1729 WEBS 2-14=0/2807, 3-14=-984/7, 3-13=0/2387, 4-13=-549/11, 4-12=-49/331, 5-12=0/2597, 5-11=-3870/0, 6-11=0/664, 7-11=0/1328, 7-10=-1204/1, 8-10=0/1727 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 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 20.0psf 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) Bearing at joint(s) 15, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss E3 Truss Type ROOF SPECIAL Qty 2 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203189 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:34 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-9NhwyXyehZZToOZgeVMz1cB?923UR4q96p0kWqzSpDV Scale = 1:36.7 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 10x10 5x5 6x6 4x4 3x10 3x8 3x8 3x6 12x14 M18SHS 5x12 3x8 4x6 3-3-6 3-3-6 6-3-3 2-11-14 9-3-1 2-11-14 11-11-13 2-8-12 15-0-11 3-0-14 18-5-1 3-4-6 -0-11-10 0-11-10 3-3-6 3-3-6 6-3-3 2-11-14 9-3-1 2-11-14 11-11-13 2-8-12 15-0-11 3-0-14 18-5-1 3-4-6 20-5-1 2-0-0 1-3-04-2-152-7-102-2-63.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-2-4,0-1-8], [6:0-2-8,0-3-8], [8:0-2-8,0-3-8], [13:0-7-0,0-5-11], [14:0-2-4,0-1-8], [15:0-3-0,0-1-8], [16:0-4-12,0-3-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-6-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.58 0.94 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.48 -0.62 0.35 0.04 (loc) 13-14 13-14 10 13-14 l/defl >455 >352 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 103 lb FT = 0% GRIP 118/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-16: 1.5X5.5 Microllam LVL 2.0E TG, 5-12: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)16=1816/0-5-8 (min. 0-2-5), 10=2002/0-5-8 (min. 0-2-7) Max Horz 16=28(LC 9) Max Grav 16=1899(LC 15), 10=2002(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1848/4, 2-3=-4412/0, 3-4=-7147/0, 4-5=-7040/0, 5-6=-3101/0, 6-7=-3136/0, 7-8=-1840/0, 8-10=-1939/10 BOT CHORD 15-16=0/840, 14-15=0/4304, 13-14=0/7061, 12-13=0/6885, 11-12=0/1771 WEBS 2-15=0/3308, 3-15=-1160/7, 3-14=0/2706, 4-14=-637/12, 4-13=-121/315, 5-13=0/2986, 5-12=-4521/0, 6-12=0/707, 7-12=0/1580, 7-11=-1261/0, 8-11=0/1840 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss E3GD Truss Type ROOF SPECIAL Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203190 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:35 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-dZFIAtyHRthKQY8tCCtCapkEiSUbAaIILTlH3HzSpDU Scale = 1:36.7 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 10x10 5x6 6x6 2x4 5x6 3x8 3x8 3x6 12x12 4x10 4x4 3x6 3-3-6 3-3-6 6-3-3 2-11-14 9-3-1 2-11-14 11-11-13 2-8-12 15-0-11 3-0-14 18-5-1 3-4-6 -0-11-10 0-11-10 3-3-6 3-3-6 6-3-3 2-11-14 9-3-1 2-11-14 11-11-13 2-8-12 15-0-11 3-0-14 18-5-1 3-4-6 20-5-1 2-0-0 1-3-04-2-152-7-102-2-63.00 12 3.00 12 Plate Offsets (X,Y)-- [8:0-2-8,0-3-8], [13:0-6-0,0-5-0], [16:0-4-12,0-3-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.34 0.62 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.41 0.24 0.03 (loc) 13-14 13-14 10 13 l/defl >683 >528 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 205 lb FT = 0% GRIP 118/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-16: 1.5X5.5 Microllam LVL 2.0E TG, 5-12: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS.(lb/size)16=2421/0-5-8 (min. 0-1-9), 10=2670/0-5-8 (min. 0-1-10) Max Horz 16=37(LC 9) Max Grav 16=2532(LC 15), 10=2670(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2464/6, 2-3=-5882/0, 3-4=-9529/0, 4-5=-9387/0, 5-6=-4135/0, 6-7=-4181/0, 7-8=-2453/0, 8-10=-2586/13 BOT CHORD 15-16=0/1120, 14-15=0/5738, 13-14=0/9414, 12-13=0/9180, 11-12=0/2361 WEBS 2-15=0/4411, 3-15=-1547/10, 3-14=0/3609, 4-14=-850/16, 4-13=-162/420, 5-13=0/3981, 5-12=-6028/0, 6-12=0/942, 7-12=0/2107, 7-11=-1681/0, 8-11=0/2453 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 1.5x5.5 - 2 rows staggered at 0-7-0 oc, 2x4 - 1 row at 0-9-0 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, Except member 3-15 2x4 - 1 row at 0-7-0 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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. 9) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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 NOT DESIGNED FOR ANY ADDITIONAL LOADS Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss F1 Truss Type COMMON Qty 9 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203191 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:36 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-5lpgNDzvCApB1ij3lwOR61GLdrkQvzgSZ7VrbjzSpDT Scale = 1:44.3 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 5x12 5x8 4x8 MT18HS 5x8 4x4 4x4 3x4 2x4 4x4 4x4 3x4 2x4 5x12 4-7-3 4-7-3 8-6-11 3-11-9 12-6-4 3-11-9 16-5-13 3-11-9 20-5-5 3-11-9 25-0-8 4-7-3 4-7-3 4-7-3 8-6-11 3-11-9 12-6-4 3-11-9 16-5-13 3-11-9 20-5-5 3-11-9 25-0-8 4-7-3 26-9-14 1-9-6 0-6-124-8-130-6-124.00 12 LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.59 0.97 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.45 0.15 0.03 (loc) 12 12-13 7 13 l/defl >853 >652 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 125 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-12,5-12,3-12: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)1=2931/0-5-8 (min. 0-4-13), 7=3428/0-5-8 (min. 0-5-6) Max Horz 1=-42(LC 11) Max Grav 1=3051(LC 15), 7=3436(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-7179/0, 2-15=-6991/0, 2-3=-5920/0, 3-4=-4643/0, 4-5=-4644/0, 5-6=-5866/0, 6-16=-6452/0, 7-16=-6687/0 BOT CHORD 1-14=0/6552, 13-14=0/6552, 12-13=0/5525, 11-12=0/5477, 10-11=0/5477, 9-10=0/6080, 7-9=0/6080 WEBS 4-12=0/1911, 5-12=-2020/3, 5-10=0/501, 6-10=-922/63, 3-12=-2140/4, 3-13=0/597, 2-13=-1207/12 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss F1G Truss Type COMMON Qty 2 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203192 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:37 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-ZyN2bZ_XzUx2frHFJdvgfEpTbF6beS4bonEO79zSpDS Scale = 1:44.4 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 5x12 6x8 5x10 M18SHS 5x8 4x6 4x4 3x4 2x4 4x6 4x4 3x4 2x4 5x12 4-7-3 4-7-3 8-6-11 3-11-9 12-6-4 3-11-9 16-5-13 3-11-9 20-5-5 3-11-9 25-0-8 4-7-3 4-7-3 4-7-3 8-6-11 3-11-9 12-6-4 3-11-9 16-5-13 3-11-9 20-5-5 3-11-9 25-0-8 4-7-3 26-9-14 1-9-6 0-6-124-8-130-6-124.00 12 Plate Offsets (X,Y)-- [1:0-0-5,0-0-11], [7:0-0-5,0-0-11] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 4-6-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.83 0.85 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.47 0.14 0.03 (loc) 12 12-13 7 13 l/defl >823 >629 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 251 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 WW Stud *Except* 4-12,5-12,3-12: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD 2-0-0 oc purlins (3-2-9 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=6594/0-5-8 (min. 0-4-6), 7=7712/0-5-8 (min. 0-4-15) Max Horz 1=-94(LC 13) Max Grav 1=6866(LC 15), 7=7732(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-16147/0, 2-15=-15724/0, 2-3=-13319/0, 3-4=-10447/0, 4-5=-10448/0, 5-6=-13198/0, 6-16=-14510/0, 7-16=-15039/0, 7-8=0/253 BOT CHORD 1-14=0/14738, 13-14=0/14738, 12-13=0/12425, 11-12=0/12318, 10-11=0/12318, 9-10=0/13679, 7-9=0/13679 WEBS 4-12=0/4302, 5-12=-4536/8, 5-10=0/1139, 6-10=-2080/138, 6-9=-253/298, 3-12=-4807/10, 3-13=0/1351, 2-13=-2718/27, 2-14=-64/315 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) 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 THIS DRAWING ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING SHOWN. DUE TO THE WIDE SPACING OF THE TRUSSES, SPECIAL CONSIDERATIONS MUST BE GIVEN IN THIS AREA. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER/ARCHITECT TO SPECIFY PROPER BRACING SIZE AND ATTACHMENT. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss G1 Truss Type MONOPITCH Qty 3 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203193 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:38 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-28xQov?9ko3vH?sStLRvBSMjlfWQNtFk1R_xfbzSpDR Scale = 1:26.1 1 2 3 4 5 6 9 8 7 10 3x4 3x8 6x6 4x8 3x4 2x4 3x4 4x4 4-2-0 4-2-0 8-0-9 3-10-8 12-2-9 4-2-0 -1-6-0 1-6-0 4-2-0 4-2-0 8-0-9 3-10-8 12-2-9 4-2-0 0-10-04-4-123.50 12 Plate Offsets (X,Y)-- [2:0-3-8,0-2-7] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.48 0.62 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.13 0.05 0.01 (loc) 8-9 8-9 7 9 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 58 lb FT = 0% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 5-7: 2x4 SPF 1650F 1.5E SLIDER Left 2x4 WW Stud 2-1-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)7=1426/Mechanical, 2=1815/0-5-8 (min. 0-3-5) Max Horz 2=97(LC 7) Max Uplift2=-9(LC 6) Max Grav 7=1833(LC 15), 2=2127(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-3303/0, 3-10=-3093/0, 3-4=-2951/0, 4-5=-2096/0, 6-7=-463/16 BOT CHORD 2-9=0/2833, 8-9=0/2833, 7-8=0/1934 WEBS 4-8=-979/5, 5-8=0/476, 5-7=-2320/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 2. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss G2 Truss Type MONOPITCH Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203194 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:38 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-28xQov?9ko3vH?sStLRvBSMhUfcWNs2k1R_xfbzSpDR Scale = 1:27.3 1 2 3 4 7 6 5 8 3x6 3x6 4x4 4x4 3x8 9x10 M18SHS 4-7-14 4-7-14 9-3-13 4-7-15 -3-9-15 3-9-15 4-7-14 4-7-14 9-3-13 4-7-15 1-8-24-4-123.50 12 Plate Offsets (X,Y)-- [6:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.63 0.23 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.03 -0.01 -0.00 (loc) 6 5-6 5 5-6 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 60 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x8 SPF 1950F 1.7E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 2-7: 2x6 SPF 1650F 1.5E, 2-6: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)5=862/Mechanical, 7=2195/0-5-9 (min. 0-4-1) Max Horz 7=106(LC 7) Max Uplift5=-32(LC 14), 7=-78(LC 6) Max Grav 5=1156(LC 15), 7=2588(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=0/279, 2-3=-1173/214, 4-5=-614/19, 2-7=-2532/104 BOT CHORD 6-7=-694/54, 5-6=-264/884 WEBS 3-6=-307/132, 3-5=-984/312, 2-6=0/1348 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 9) Provide metal plate or equivalent at bearing(s) 5 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 5 and 78 lb uplift at joint 7. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss G3 Truss Type MONOPITCH Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203195 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:39 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-WKUp0F0nV5Bmu9ReR2y8kfuoP3_I6M2uG5jVC2zSpDQ Scale = 1:27.6 1 2 3 8 4 7 6 5 9 3x6 3x6 4x4 8x8 3x4 9x10 M18SHS 4-3-9 4-3-9 8-7-1 4-3-8 -5-1-8 5-1-8 4-3-9 4-3-9 8-7-1 4-3-8 1-10-114-4-123.50 12 Plate Offsets (X,Y)-- [2:0-2-5,0-4-8], [3:0-4-0,0-5-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.87 0.13 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.02 -0.54 -0.00 0.00 (loc) 6 1-2 5 6 l/defl >999 >120 n/a >999 L/d 360 80 n/a 240 PLATES MT20 M18SHS Weight: 93 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x8 SPF 1950F 1.7E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud OTHERS 2x8 SPF 1950F 1.7E LBR SCAB 1-4 2x8 SPF 1950F 1.7E one side BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)5=615/Mechanical, 7=2554/0-5-9 (min. 0-4-12) Max Horz 7=110(LC 9) Max Uplift5=-214(LC 14), 7=-116(LC 6) Max Grav 5=881(LC 15), 7=3009(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=0/372, 2-3=-701/398, 4-5=-667/18, 2-7=-2975/135 BOT CHORD 5-6=-604/278 WEBS 3-6=-1/323, 3-5=-332/719, 2-6=-641/295 NOTES- 1) Attached 14-5-9 scab 1 to 4, front face(s) 2x8 SPF 1950F 1.7E with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 4-6-15 from end at joint 1, nail 2 row(s) at 2" o.c. for 2-0-0; starting at 8-10-13 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 12-2-10 from end at joint 1, nail 2 row(s) at 4" o.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 5 and 116 lb uplift at joint 7. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss H1 Truss Type Roof Special Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203196 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:40 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-_X2BDa0PGPJdWJ0q_lTNGtR70T84rj?1UlT2kUzSpDP Scale = 1:31.6 1 2 3 4 5 6 7 12 11 10 9 8 13 146x8 6x6 6x8 4x4 6x12 MT18HS 6x12 MT18HS 4x4 7x10 3x6 2x4 3x6 2x4 2-10-12 2-10-12 9-2-0 6-3-4 15-5-4 6-3-4 18-4-0 2-10-12 2-10-12 2-10-12 6-0-6 3-1-10 9-2-0 3-1-10 12-3-10 3-1-10 15-5-4 3-1-10 18-4-0 2-10-12 1-2-124-3-71-2-121-6-134.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-3-8], [7:0-4-0,0-3-8], [9:0-5-4,0-2-8], [11:0-5-4,0-2-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.24 0.86 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.30 0.18 0.02 (loc) 10 10-11 8 10 l/defl >957 >716 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 83 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-10,1-11,7-9: 2x4 SPF 1650F 1.5E, 1-12,7-8: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)12=2145/0-5-8 (min. 0-3-6), 8=2145/0-5-8 (min. 0-3-6) Max Horz 12=-8(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-3002/0, 2-13=-2844/0, 2-3=-3045/0, 3-4=-4522/0, 4-5=-4522/0, 5-6=-3045/0, 6-14=-2844/0, 7-14=-3002/0, 1-12=-2105/0, 7-8=-2105/0 BOT CHORD 11-12=-12/353, 10-11=0/4161, 9-10=0/4161, 8-9=-7/353 WEBS 4-10=0/1928, 5-10=-309/708, 5-9=-1682/0, 6-9=-802/36, 3-10=-309/708, 3-11=-1682/0, 2-11=-802/36, 1-11=0/2573, 7-9=0/2573 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss H1G Truss Type ROOF SPECIAL Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203197 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:41 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-SjcZQw111jRT8Tb1YT_cp4_H6sSzaFFBjPCcGwzSpDO Scale = 1:31.6 1 2 3 4 5 6 7 12 11 10 9 8 13 146x8 6x6 6x8 4x4 6x12 MT18HS 6x12 MT18HS 4x4 7x10 3x6 2x4 3x6 2x4 2-10-12 2-10-12 9-2-0 6-3-4 15-5-4 6-3-4 18-4-0 2-10-12 2-10-12 2-10-12 6-0-6 3-1-10 9-2-0 3-1-10 12-3-10 3-1-10 15-5-4 3-1-10 18-4-0 2-10-12 1-2-124-3-71-2-121-6-134.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-3-8], [7:0-4-0,0-3-8], [9:0-5-4,0-2-8], [11:0-5-4,0-2-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 4-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.28 0.95 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.30 0.18 0.02 (loc) 10 10-11 8 10 l/defl >957 >716 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 166 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-10,1-11,7-9: 2x4 SPF 1650F 1.5E, 1-12,7-8: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)12=4290/0-5-8 (min. 0-3-6), 8=4290/0-5-8 (min. 0-3-6) Max Horz 12=15(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-6005/0, 2-13=-5689/0, 2-3=-6090/0, 3-4=-9044/0, 4-5=-9044/0, 5-6=-6090/0, 6-14=-5689/0, 7-14=-6005/0, 1-12=-4209/0, 7-8=-4209/0 BOT CHORD 11-12=-23/707, 10-11=0/8321, 9-10=0/8321, 8-9=-14/707 WEBS 4-10=0/3857, 5-10=-619/1416, 5-9=-3364/0, 6-9=-1605/72, 3-10=-619/1416, 3-11=-3364/0, 2-11=-1605/71, 1-11=0/5146, 7-9=0/5146 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss H2 Truss Type Roof Special Qty 5 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203198 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:42 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-wvAxeG2go0ZKldAD6AVrMIWTdGpvJjUKy3y9oNzSpDN Scale = 1:30.8 1 2 3 4 5 6 7 12 11 10 9 8 13 146x8 5x6 3x4 6x12 MT18HS 6x12 MT18HS 3x4 2x4 4x4 8x8 3x6 2x4 6x8 2-10-12 2-10-12 9-2-0 6-3-4 15-5-4 6-3-4 17-10-8 2-5-4 2-10-12 2-10-12 6-0-6 3-1-10 9-2-0 3-1-10 12-3-10 3-1-10 15-5-4 3-1-10 17-10-8 2-5-4 1-2-124-3-71-4-91-6-134.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-3-8], [7:0-4-0,0-3-8], [9:0-5-12,0-2-8], [10:0-4-0,0-3-10], [11:0-5-4,0-2-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.23 0.84 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.19 -0.27 0.16 0.02 (loc) 10 10-11 8 10 l/defl >999 >777 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 83 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 2-11,3-10,5-10,6-9: 2x4 WW Stud, 1-12,7-8: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)12=2090/0-5-8 (min. 0-3-4), 8=2090/Mechanical Max Horz 12=9(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-2888/0, 2-13=-2730/0, 2-3=-2911/0, 3-4=-4300/0, 4-5=-4299/0, 5-6=-2518/0, 6-14=-2334/0, 7-14=-2463/0, 1-12=-2047/0, 7-8=-2057/0 BOT CHORD 11-12=-12/358, 10-11=0/4033, 9-10=0/3858 WEBS 2-11=-736/37, 3-11=-1672/0, 3-10=-374/613, 4-10=0/1837, 5-10=-223/745, 5-9=-1945/0, 6-9=-745/34, 1-11=0/2436, 7-9=0/2300 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Refer to girder(s) for truss to truss connections. 8) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss I1 Truss Type MONO SCISSOR Qty 9 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203199 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:43 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-O6kJrc3IZKhBNmlPgu04uV3XZgFL29lUAjhiLpzSpDM Scale = 1:34.0 1 2 3 4 5 6 11 10 9 8 7 12 8x8 10x12 4x8 3x8 4x4 2x4 5x10 6x10 5x10 M18SHS 3-6-6 3-6-6 6-9-4 3-2-14 10-0-2 3-2-14 13-6-8 3-6-6 -3-6-0 3-6-0 3-6-6 3-6-6 6-9-4 3-2-14 10-0-2 3-2-14 13-6-8 3-6-6 1-3-85-2-141-11-23-3-122-0-83-2-63.50 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-4-8], [6:0-5-0,0-3-8], [7:0-5-0,0-2-1], [8:0-1-15,0-2-4], [10:0-2-0,0-2-4], [11:0-5-4,0-3-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.67 0.50 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.18 -0.22 0.02 0.01 (loc) 9 9 7 9 l/defl >881 >719 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 87 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 1.5X5.5 Microllam LVL 2.0E TG BOT CHORD 1.5X5.5 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* 6-7: 2x6 SPF 1650F 1.5E, 2-11: 1.5X5.5 Microllam LVL 2.0E TG BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)11=2507/0-3-8 (min. 0-2-8), 7=1453/0-3-8 (min. 0-1-8) Max Horz 11=96(LC 7) Max Uplift11=-50(LC 6) Max Grav 11=2916(LC 15), 7=1953(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3668/470, 3-12=-3450/487, 3-4=-5277/0, 4-5=-3589/0, 5-6=-3530/0, 6-7=-1513/12, 2-11=-2640/62 BOT CHORD 10-11=-1198/123, 9-10=-523/3518, 8-9=0/5138, 7-8=0/787 WEBS 3-10=-1139/30, 3-9=-12/1591, 4-9=-388/57, 4-8=-1662/98, 5-8=-757/38, 6-8=0/3194, 2-10=0/3408 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 11. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss J1 Truss Type SCISSORS Qty 6 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203200 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:44 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-sIIi3y3wKep2?wKbDbXJRjce74cNne0dPNRGtFzSpDL Scale = 1:54.3 1 2 3 4 5 6 11 10 9 8 7 8x8 6x6 9x10 M18SHS 3x8 M18SHS 3x8 M18SHS 6x8 3x6 4x6 4x6 9x10 M18SHS 5-4-12 5-4-12 10-6-0 5-1-4 15-7-4 5-1-4 21-0-0 5-4-12 -3-0-0 3-0-0 5-4-12 5-4-12 10-6-0 5-1-4 15-7-4 5-1-4 21-0-0 5-4-12 1-7-48-7-41-7-42-6-28.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-3-4,Edge], [3:0-4-0,0-4-8], [4:0-3-12,0-3-0], [6:0-3-4,Edge], [7:0-4-0,0-0-12], [8:0-2-4,0-1-12], [9:0-4-0,0-3-8], [10:0-2-4,0-1-12], [11:0-4-0,0-0-12] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.94 0.39 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.16 0.11 0.01 (loc) 9 8-9 7 9 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 128 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-9,2-10,6-8: 2x4 SPF 1650F 1.5E, 2-11,6-7: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)11=3264/0-5-8 (min. 0-4-14), 7=2405/0-5-8 (min. 0-3-10) Max Horz 11=159(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/410, 2-3=-3438/0, 3-4=-3003/0, 4-5=-3012/0, 5-6=-3635/0, 2-11=-3120/0, 6-7=-2439/0 BOT CHORD 10-11=-705/176, 9-10=0/2648, 8-9=0/2849, 7-8=-11/610 WEBS 4-9=0/1805, 5-9=-522/68, 5-8=-529/49, 3-9=-311/107, 3-10=-657/38, 2-10=0/2716, 6-8=0/2151 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 4) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss J1G Truss Type SCISSORS Qty 1 Ply 2 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203201 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:45 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-KUs4GI4Y5xxvc4vonJ3Yzw8qPUy?W5Mme1ApPhzSpDK Scale = 1:54.3 1 2 3 4 5 6 11 10 9 8 7 8x8 6x6 9x10 M18SHS 3x8 M18SHS 5x8 6x8 3x6 3x10 4x6 9x10 M18SHS 5-4-12 5-4-12 10-6-0 5-1-4 15-7-4 5-1-4 21-0-0 5-4-12 -3-0-0 3-0-0 5-4-12 5-4-12 10-6-0 5-1-4 15-7-4 5-1-4 21-0-0 5-4-12 1-7-48-7-41-7-42-6-28.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-4-8], [4:0-3-12,0-3-0], [6:Edge,0-3-8], [9:0-4-0,0-3-8], [10:0-2-4,0-1-12], [11:0-4-0,0-1-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 4-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.84 0.43 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.16 0.11 0.01 (loc) 8-9 8-9 7 9 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 257 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 1-3: 2x6 SPF 2100F 1.8E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-9,2-10,6-8: 2x4 SPF 1650F 1.5E, 2-11,6-7: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS.(lb/size)11=6527/0-5-8 (min. 0-4-14), 7=4809/0-5-8 (min. 0-3-10) Max Horz 11=317(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/819, 2-3=-6884/0, 3-4=-6003/0, 4-5=-6024/0, 5-6=-7269/0, 2-11=-6258/0, 6-7=-4879/0 BOT CHORD 10-11=-1345/352, 9-10=0/5293, 8-9=0/5697, 7-8=-21/1220 WEBS 4-9=0/3605, 5-9=-1043/136, 5-8=-1057/98, 3-9=-620/216, 3-10=-1292/79, 2-10=0/5367, 6-8=0/4302 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 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 100.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 9) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard THIS DRAWING ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING SHOWN. DUE TO THE WIDE SPACING OF THE TRUSSES, SPECIAL CONSIDERATIONS MUST BE GIVEN IN THIS AREA. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER/ARCHITECT TO SPECIFY PROPER BRACING SIZE AND ATTACHMENT. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss J1GD Truss Type SCISSORS Qty 1 Ply 3 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203202 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:57:26 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-mbIq_uWToubXQvy19x1b_Uiu1wrIYJH?QltUgzzSkB7 Scale = 1:52.4 A B C D E F K J I H G 8x8 6x6 9x10 M18SHS 4x8 MT18HS 4x8 MT18HS 10x12 3x6 5x8 5x8 9x10 M18SHS 5-4-12 5-4-12 10-6-0 5-1-4 15-7-4 5-1-4 21-0-0 5-4-12 -3-0-0 3-0-0 5-4-12 5-4-12 10-6-0 5-1-4 15-7-4 5-1-4 21-0-0 5-4-12 1-7-48-7-41-7-42-6-28.00 12 3.00 12 Plate Offsets (X,Y)-- [B:0-4-4,0-3-8], [C:0-4-0,0-4-8], [F:Edge,0-3-8], [G:0-0-0,0-0-13], [K:0-0-0,0-0-13] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.48 0.56 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.20 0.14 0.01 (loc) H-I H-I G I l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 403 lb FT = 0% GRIP 169/123 197/144 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* D-I: 2x8 SPF 1950F 1.7E, B-K,F-G: 2x6 SPF 1650F 1.5E B-J,F-H: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: J-K. REACTIONS.(lb/size)K=7860/0-5-8 (min. 0-3-15), G=8593/0-5-8 (min. 0-4-5) Max Horz K=159(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A-B=0/410, B-C=-11575/0, C-D=-13080/0, D-E=-13681/0, E-F=-13859/0, B-K=-7753/0, F-G=-8749/0 BOT CHORD J-K=-192/471, I-J=0/9564, H-I=0/11195, G-H=0/1745 WEBS D-I=0/12204, E-I=-193/1255, E-H=-2482/0, C-I=0/1712, C-J=-2327/0, B-J=0/8783, F-H=0/9102 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 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 100.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 9) Bearing at joint(s) K, G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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. 11) Load case(s) 1, 2, 12, 14, 15, 16, 17 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7600 lb down at 10-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) StandardContinued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss J1GD Truss Type SCISSORS Qty 1 Ply 3 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203202 7.600 s Sep 19 2014 MiTek Industries, Inc. Wed Apr 08 13:57:27 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-EosDCEX5ZBjO23XDjfYqWhF3mKAXHmX9fPc2CPzSkB6 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A-B=-220, B-D=-220, D-F=-530, I-K=-20, G-I=-20 Concentrated Loads (lb) Vert: I=-7600(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A-B=-170, B-D=-170, D-F=-415, I-K=-20, G-I=-20 Concentrated Loads (lb) Vert: I=-5950(F) 12) Dead + Snow on Overhangs: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: A-B=-220, B-D=-20, D-F=-72, I-K=-20, G-I=-20 Concentrated Loads (lb) Vert: I=-7600(F) 14) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-174, B-D=-177, D-F=-428, I-K=-20, G-I=-20 Horz: A-B=4, B-D=7, D-F=5, B-K=13, F-G=3 Concentrated Loads (lb) Vert: I=-5950(F) 15) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-162, B-D=-165, D-F=-432, I-K=-20, G-I=-20 Horz: A-B=-8, B-D=-5, D-F=-7, B-K=-3, F-G=-13 Concentrated Loads (lb) Vert: I=-5950(F) 16) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-157, B-D=-161, D-F=-426, I-K=-20, G-I=-20 Horz: A-B=-13, B-D=-9, D-F=3, B-K=11, F-G=2 Concentrated Loads (lb) Vert: I=-5950(F) 17) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-B=-163, B-D=-167, D-F=-410, I-K=-20, G-I=-20 Horz: A-B=-7, B-D=-3, D-F=9, B-K=-2, F-G=-11 Concentrated Loads (lb) Vert: I=-5950(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss K1 Truss Type Roof Special Qty 4 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203203 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:46 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-phPSUe5AsF3mEET_L0anW8h5ZtHRFR3wthwNx8zSpDJ Scale = 1:60.4 1 2 3 4 5 9 8 7 6 9x10 M18SHS 6x8 3x4 4x4 5x10 3x6 3x8 2x4 3x8 5-6-8 5-6-8 10-9-8 5-3-0 16-4-0 5-6-8 5-6-8 5-6-8 10-9-8 5-3-0 12-6-3 1-8-11 16-4-0 3-9-13 1-4-79-8-99-9-150-1-64-7-02-8-68.00 12 3.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [7:0-3-12,0-2-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.43 0.48 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.12 -0.05 0.01 (loc) 7-8 7-8 9 8 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 95 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-7,1-8,4-6: 2x4 SPF 1650F 1.5E, 1-9: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)9=1915/0-5-8 (min. 0-2-14), 6=1915/Mechanical Max Horz 6=177(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2937/0, 2-3=-1854/0, 3-4=-1567/41, 1-9=-1973/0, 5-6=-351/39 BOT CHORD 8-9=-10/526, 7-8=0/2255, 6-7=0/854 WEBS 2-8=-259/125, 2-7=-998/61, 3-7=-671/68, 4-7=-8/1708, 1-8=0/1677, 4-6=-1721/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide metal plate or equivalent at bearing(s) 6 to support reaction shown. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss L1 Truss Type ROOF SPECIAL Qty 3 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203204 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:47 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-Htzqh_6odZCdsO2Avk503LEDIHUx_vH35KfwUazSpDI Scale = 1:45.6 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 8x10 5x10 3x6 4x6 7x12 M18SHS 6x10 3x8 5x8 2x4 2x4 7x10 4x8 MT18HS 3-4-10 3-4-10 6-5-12 3-1-2 12-6-0 6-0-4 18-6-0 6-0-0 -1-6-0 1-6-0 3-4-10 3-4-10 6-5-12 3-1-2 11-5-11 4-11-15 12-6-0 1-0-5 14-8-3 2-2-3 18-6-0 3-9-13 1-2-04-11-147-1-94-7-01-6-14.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-4-10,0-3-8], [5:0-6-12,0-4-8], [10:0-4-8,0-1-8], [12:0-3-0,0-2-8], [13:0-0-8,0-2-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.62 0.97 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.49 0.23 0.04 (loc) 10-11 10-11 9 11 l/defl >602 >447 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 108 lb FT = 0% GRIP 169/123 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 3-12,4-11,6-10: 2x4 WW Stud, 2-13: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)13=2591/0-5-8 (min. 0-3-14), 9=2155/Mechanical Max Horz 13=150(LC 7) Max Grav 13=2600(LC 27), 9=2155(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-4779/0, 3-14=-4585/0, 3-4=-6369/0, 4-5=-6395/0, 5-15=-2191/0, 6-15=-2135/0, 6-7=-1904/20, 7-8=-359/322, 2-13=-2607/4, 8-9=-584/37 BOT CHORD 12-13=-175/447, 11-12=0/4491, 10-11=0/2307, 10-16=0/981, 16-17=0/981, 9-17=0/981 WEBS 3-12=-1141/10, 3-11=0/1655, 4-11=-965/57, 5-11=0/4595, 5-10=-2668/34, 6-10=-127/363, 7-10=0/2177, 2-12=0/3909, 7-9=-1963/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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 = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss L2 Truss Type ROOF SPECIAL Qty 3 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203205 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:49 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-DF5a6f738ASL5hCZ087U8mJZx5DQSn8MZe81YTzSpDG Scale: 1/4"=1’ 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 8x12 5x8 10x12 12x14 M18SHS 7x10 2x4 6x10 5x6 4x10 2x4 3x6 3x8 4x6 3x12 3-4-10 3-4-10 6-5-12 3-1-2 12-6-0 6-0-4 14-9-8 2-3-8 21-0-0 6-2-8 -1-6-0 1-6-0 3-4-10 3-4-10 6-5-12 3-1-2 11-5-11 4-11-15 12-6-0 1-0-5 14-8-3 2-2-3 17-8-5 3-0-2 21-0-0 3-3-11 22-7-0 1-7-0 1-2-04-11-147-1-91-2-01-9-04.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [5:0-8-8,0-4-0], [12:0-3-4,0-2-8], [14:0-3-12,0-2-8], [15:0-7-0,0-3-10], [16:0-3-0,0-2-0], [17:0-5-0,0-8-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.61 0.78 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.42 -0.57 0.21 0.04 (loc) 14-15 14-15 11 15 l/defl >586 >436 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 123 lb FT = 0% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 1-5: 2x6 SPF 2100F 1.8E BOT CHORD 2x4 SPF 1650F 1.5E *Except* 15-17: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 3-16,4-15,6-14,6-12,8-12: 2x4 WW Stud, 2-17,9-11: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)17=2859/0-5-8 (min. 0-3-10), 11=2894/0-5-8 (min. 0-4-11) Max Horz 17=111(LC 9) Max Grav 17=3010(LC 27), 11=2972(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5580/0, 3-4=-7720/0, 4-19=-7745/0, 5-19=-7559/0, 5-6=-2974/0, 6-7=-2597/0, 7-8=-2624/0, 8-9=-655/166, 9-20=0/335, 2-17=-3038/0, 9-11=-1407/0 BOT CHORD 16-17=-148/616, 15-16=0/5258, 14-15=0/3116, 7-12=0/2097, 11-12=0/1980 WEBS 3-16=-1328/6, 3-15=0/2178, 4-15=-997/61, 5-15=0/5155, 5-14=-3070/18, 6-14=-87/730, 12-14=0/2979, 6-12=-444/255, 8-12=-225/417, 2-16=0/4492, 8-11=-2356/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss L2GD Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 3 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203206 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:51 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-9eDLXL9Jgni3K?My8ZAyDBO_2uvawlsf0yd7dLzSpDE Scale: 1/4"=1’ 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 6x6 5x6 8x8 6x6 4x4 4x8 8x8 5x6 4x6 3x6 4x8 4x6 10x12 8x8 5x6 3-4-10 3-4-10 6-5-12 3-1-2 9-5-14 3-0-2 12-6-0 3-0-2 14-8-3 2-2-3 18-8-4 4-0-1 21-0-0 2-3-12 -1-6-0 1-6-0 3-4-10 3-4-10 6-5-12 3-1-2 11-5-11 4-11-15 12-6-0 1-0-5 14-8-3 2-2-3 18-8-4 4-0-1 21-0-0 2-3-12 22-7-0 1-7-0 1-2-04-11-147-1-92-11-01-10-51-6-14.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [8:0-1-8,0-2-0], [9:0-4-0,0-3-12], [12:0-4-12,Edge], [14:0-3-0,0-3-4], [16:0-4-0,0-5-8], [18:0-4-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.32 0.80 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.25 -0.32 0.15 0.02 (loc) 15-16 15-16 11 16 l/defl >999 >780 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 443 lb FT = 0% GRIP 118/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 3-16,4-16,7-13,2-17,9-12: 2x4 SPF 1650F 1.5E 8-12: 1.5X7.25 Microllam LVL 2.0E TG, 2-18,9-11: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,11-12. REACTIONS.(lb/size)18=4023/0-5-8 (min. 0-2-1), 11=13316/0-5-8 (min. 0-1-12) Max Horz 18=140(LC 33) Max Grav 18=4166(LC 27), 11=13424(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9163/0, 3-4=-13127/0, 4-20=-7934/0, 5-20=-7745/0, 5-6=-6132/0, 6-7=-5124/0, 7-8=-5206/0, 8-9=-7973/0, 9-10=0/336, 2-18=-4190/0, 9-11=-12642/0 BOT CHORD 17-18=-34/1612, 16-17=0/8659, 15-16=0/12685, 14-15=0/6292, 13-14=0/5022, 12-13=0/6262, 11-12=-11/508 WEBS 3-17=-1834/0, 3-16=0/3975, 4-16=0/4205, 4-15=-6223/0, 5-15=0/2944, 5-14=-4372/0, 6-14=0/2232, 6-13=-2167/0, 7-13=0/4632, 8-13=-3200/294, 8-12=-657/4065, 2-17=0/6819, 9-12=0/9186 NOTES- 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 1.5x7.25 - 4 rows staggered at 0-4-0 oc. 3) 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. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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) Bearing at joint(s) 18, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued on page 2 ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGERMANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss L2GD Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 3 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203206 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:51 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-9eDLXL9Jgni3K?My8ZAyDBO_2uvawlsf0yd7dLzSpDE NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11630 lb down at 18-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-220, 2-5=-220, 5-7=-220, 7-9=-220, 9-10=-220, 16-18=-20, 14-16=-20, 11-14=-20 Concentrated Loads (lb) Vert: 12=-11630(B) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss L3 Truss Type ROOF SPECIAL Qty 2 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203207 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:52 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-dqnjkhAxR5qwy9x8hHhBmPx6VIF9fBGoFcNh9nzSpDD Scale = 1:47.2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 5x8 5x8 2x4 6x8 3x4 5x6 3x4 5x10 4x6 6x6 4x10 4x6 3x12 5-10-10 5-10-10 11-5-11 5-7-2 14-9-8 3-3-12 21-0-0 6-2-8 -1-6-0 1-6-0 4-0-4 4-0-4 7-9-0 3-8-12 11-5-11 3-8-12 14-8-3 3-2-7 17-8-5 3-0-2 21-0-0 3-3-11 22-7-0 1-7-0 1-2-04-11-147-1-91-2-01-9-04.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-12], [5:0-6-8,0-3-0], [11:0-2-0,0-3-4], [13:0-1-12,0-2-8], [15:Edge,0-2-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.46 0.78 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.24 0.09 0.02 (loc) 13-14 13-14 10 13-14 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 119 lb FT = 0% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-13,11-13,3-15,7-10: 2x4 SPF 1650F 1.5E 2-15,8-10: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)15=2859/0-5-8 (min. 0-4-12), 10=2894/0-5-8 (min. 0-4-11) Max Horz 15=111(LC 9) Max Grav 15=3010(LC 27), 10=2972(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-765/138, 3-4=-3811/0, 4-17=-3047/0, 5-17=-2896/0, 5-6=-2700/0, 6-7=-2622/0, 7-8=-663/164, 8-18=0/335, 2-15=-1300/35, 8-10=-1405/0 BOT CHORD 14-15=0/3421, 13-14=0/3558, 6-11=0/1939, 10-11=0/1978 WEBS 4-13=-1398/25, 5-13=-757/8, 11-13=0/3091, 5-11=-907/31, 7-11=-233/432, 3-15=-3347/0, 7-10=-2345/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 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 20.0psf 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) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss L4 Truss Type ROOF SPECIAL Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203208 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:52 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-dqnjkhAxR5qwy9x8hHhBmPx71IHyf8joFcNh9nzSpDD Scale = 1:39.8 1 2 3 4 5 6 10 9 8 7 11 3x4 3x4 4x6 4x4 4x8 6x10 4x8 6x6 4x10 5-10-10 5-10-10 11-5-11 5-7-2 14-9-8 3-3-12 16-2-0 1-4-8 -1-6-0 1-6-0 4-0-4 4-0-4 7-9-0 3-8-12 11-5-11 3-8-12 14-8-3 3-2-7 16-2-0 1-5-13 1-2-04-11-147-0-17-1-90-3-84.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-12], [5:0-7-12,0-3-0], [8:0-3-8,0-2-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.43 0.66 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.15 0.06 0.01 (loc) 8-9 8-9 7 9 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 83 lb FT = 0% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 3-9,4-9,5-8: 2x4 WW Stud, 2-10: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)7=1705/0-5-8 (min. 0-3-4), 10=2151/0-5-8 (min. 0-4-3) Max Horz 10=169(LC 9) Max Uplift10=-14(LC 6) Max Grav 7=2060(LC 15), 10=2670(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-715/149, 3-11=-683/169, 3-4=-2949/0, 4-5=-1436/21, 6-7=-276/19, 2-10=-1220/42 BOT CHORD 9-10=-17/2891, 8-9=0/2449, 7-8=0/1230 WEBS 3-9=-354/88, 4-9=0/396, 4-8=-1662/21, 5-8=0/1180, 5-7=-2148/0, 3-10=-2778/8 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 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 20.0psf 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 14 lb uplift at joint 10. 8) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M1 Truss Type ROOF SPECIAL Qty 4 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203209 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:54 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-aDuT9NBBzi4dBT5Wpijgrq0Mf6ya75_5iwsoEgzSpDB Scale = 1:47.2 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 6x10 6x8 8x10 7x12 M18SHS 5x10 M18SHS 5x6 3x10 5x6 3x4 5x6 4x6 9x10 M18SHS 4x10 2-8-3 2-8-3 5-0-13 2-4-11 7-5-8 2-4-11 11-5-15 4-0-7 14-8-5 3-2-6 18-6-8 3-10-3 -1-6-0 1-6-0 2-8-3 2-8-3 5-0-13 2-4-11 7-5-8 2-4-11 11-5-15 4-0-7 14-8-5 3-2-6 18-6-8 3-10-3 22-7-2 4-0-10 1-2-05-0-07-1-97-2-150-1-62-9-121-10-64.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-7-12,0-3-4], [8:0-3-8,0-4-4], [10:Edge,0-3-8], [13:0-6-0,0-3-12], [15:0-3-0,0-1-8], [16:0-5-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.87 0.65 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.37 0.15 0.03 (loc) 13 13 10 13 l/defl >754 >588 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 128 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 7-9: 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-16: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)16=2481/0-5-8 (min. 0-3-6), 10=3236/0-5-8 (min. 0-4-4) Max Horz 16=129(LC 9) Max Grav 16=2786(LC 27), 10=3324(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4287/0, 3-4=-6370/0, 4-5=-6756/0, 5-18=-3764/0, 6-18=-3649/0, 6-7=-1855/165, 7-8=-1706/17, 8-19=0/779, 2-16=-2637/3, 8-10=-3320/0 BOT CHORD 15-16=-240/637, 14-15=0/4017, 13-14=0/6160, 12-13=0/6221, 11-12=0/3554 WEBS 3-15=-1372/13, 3-14=0/2217, 4-14=-765/9, 4-13=-17/372, 5-13=0/1359, 5-12=-3236/0, 6-12=0/1294, 6-11=-3019/0, 7-11=0/1297, 2-15=0/3211, 8-11=0/1543 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M2 Truss Type ROOF SPECIAL Qty 2 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203210 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:55 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-2PSsMjCpk0CUpcgjNPEvN1ZYKWF6sZKFxabLm6zSpDA Scale: 1/4"=1’ 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 6x8 8x10 9x10 M18SHS 4x4 6x6 3x8 M18SHS 5x6 4x10 5x6 3x4 2x4 4x8 5x6 7x10 7x10 9x10 M18SHS 6x8 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 11-5-15 4-8-11 13-6-8 2-0-9 14-8-5 1-1-13 18-6-8 3-10-3 -1-6-0 1-6-0 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 9-1-9 2-4-5 11-5-15 2-4-5 13-6-8 2-0-9 14-8-5 1-1-13 18-6-8 3-10-3 22-7-2 4-0-10 1-2-05-0-07-1-97-2-152-9-121-9-01-10-64.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-2-8,0-1-12], [7:0-4-12,0-2-12], [8:0-1-4,0-3-8], [9:0-4-10,Edge], [10:0-3-8,0-4-8], [12:0-3-8,0-0-0], [14:0-7-12,0-5-12], [20:0-5-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.81 0.89 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.37 0.16 0.03 (loc) 16-17 16-17 12 17 l/defl >756 >588 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 141 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 9-11: 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD 2x6 SPF 1650F 1.5E *Except* 8-15,12-14: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 2-20: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)20=2481/0-5-8 (min. 0-4-3), 12=3236/0-5-8 (min. 0-5-3) Max Horz 20=130(LC 9) Max Grav 20=2786(LC 27), 12=3324(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4001/0, 3-4=-6137/0, 4-5=-6604/0, 5-6=-6503/0, 6-22=-2527/0, 7-22=-2406/0, 7-8=-2490/105, 8-9=-1484/82, 9-10=-1713/17, 10-23=0/779, 2-20=-2640/2, 10-12=-3317/0 BOT CHORD 19-20=-244/518, 18-19=0/3732, 17-18=0/5950, 16-17=0/3770, 8-14=0/2409, 13-14=-104/1870 WEBS 3-19=-1380/10, 3-18=0/2302, 4-18=-910/1, 4-17=0/403, 5-17=-257/47, 6-17=0/3547, 6-16=-2431/1, 7-16=-726/182, 14-16=0/2835, 7-14=-666/48, 8-13=-2085/0, 9-13=0/1139, 2-19=0/3072, 10-13=-58/1594 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M3 Truss Type ROOF SPECIAL Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203211 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:56 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-Wc0Ea3DSVKKLRmEvw6l8wF5l6va9b0POAELuIZzSpD9 Scale = 1:48.8 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 6x8 8x10 7x12 M18SHS 4x4 6x6 5x6 4x10 5x6 3x4 2x4 4x8 5x6 7x10 7x10 5x8 8x8 5x10 M18SHS 5x10 M18SHS 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 11-5-15 4-8-11 13-6-8 2-0-9 14-8-5 1-1-13 18-7-14 3-11-9 18-7-15 0-0-1 -1-6-0 1-6-0 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 9-2-7 2-5-3 11-5-15 2-3-7 13-6-8 2-0-9 14-8-5 1-1-13 16-6-6 1-10-1 18-7-15 2-1-9 22-7-2 3-11-3 1-2-05-0-07-1-97-2-152-8-131-9-01-10-64.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-2-8,0-1-12], [7:0-4-12,0-2-12], [8:0-1-4,0-3-8], [10:0-3-5,0-5-2], [11:0-5-0,0-1-12], [15:0-7-12,0-5-12], [18:0-5-12,0-4-0], [21:0-5-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.68 0.90 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.37 0.17 0.03 (loc) 17-18 17-18 13 18 l/defl >754 >586 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 145 lb FT = 0% GRIP 118/123 113/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 9-12: 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD 2x6 SPF 1650F 1.5E *Except* 8-16,13-15: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 2-21: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)21=2502/0-5-8 (min. 0-4-3), 13=3217/0-5-9 (min. 0-5-3) Max Horz 21=129(LC 9) Max Grav 21=2799(LC 27), 13=3305(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4028/0, 3-4=-6194/0, 4-5=-6672/0, 5-6=-6571/0, 6-23=-2569/0, 7-23=-2447/0, 7-8=-2550/68, 8-9=-1501/102, 9-10=-1511/137, 10-11=-791/69, 11-24=0/757, 2-21=-2653/1, 11-13=-3034/90 BOT CHORD 20-21=-240/523, 19-20=0/3758, 18-19=0/6005, 17-18=0/3770, 8-15=0/2434, 14-15=-67/1927, 13-14=-377/680 WEBS 3-20=-1389/10, 3-19=0/2327, 4-19=-917/1, 4-18=0/413, 5-18=-268/47, 6-17=-2417/1, 7-17=-739/164, 15-17=0/2887, 7-15=-643/49, 8-14=-1984/0, 9-14=-152/681, 10-14=0/1410, 2-20=0/3092, 10-13=-1502/549, 6-18=0/3603 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M4 Truss Type ROOF SPECIAL Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203212 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:58 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-S_8_?kEi1xa3g4OI2Xoc?gB8jjGt3wghdYq?NRzSpD7 Scale = 1:48.8 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 6x8 8x10 7x12 M18SHS 3x6 8x8 4x8 5x6 4x8 3x4 2x4 4x8 5x6 6x10 8x12 6x8 6x6 4x6 4x8 MT18HS 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 11-5-15 4-8-11 13-6-8 2-0-9 14-8-5 1-1-13 19-4-11 4-8-6 -1-6-0 1-6-0 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 9-1-9 2-4-5 11-5-15 2-4-5 13-6-8 2-0-9 14-8-5 1-1-13 16-10-12 2-2-7 19-4-11 2-5-15 22-7-2 3-2-7 1-2-05-0-07-1-97-2-152-3-01-9-01-10-64.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-2-4,0-1-12], [7:0-4-12,0-3-0], [8:0-4-0,0-4-4], [10:0-3-0,0-3-12], [11:0-3-0,0-1-12], [15:0-9-0,0-5-4], [17:0-3-7,0-2-8], [18:0-5-8,0-4-0], [20:0-2-0,0-2-4], [21:0-5-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.48 0.95 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.41 0.18 0.03 (loc) 17-18 17-18 13 18 l/defl >723 >560 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 145 lb FT = 0% GRIP 118/123 197/144 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 9-12: 1.5X7.25 Microllam LVL 2.0E TG BOT CHORD 2x6 SPF 1650F 1.5E *Except* 8-16,13-15: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 2-21: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)21=2625/0-5-8 (min. 0-4-5), 13=3108/0-5-9 (min. 0-5-0) Max Horz 21=123(LC 9) Max Grav 21=2872(LC 27), 13=3192(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4183/0, 3-4=-6526/0, 4-5=-7090/0, 5-6=-6986/0, 6-23=-2829/0, 7-23=-2705/0, 7-8=-2911/0, 8-9=-1780/5, 9-10=-1852/7, 10-11=-554/45, 11-24=0/621, 2-21=-2724/0, 11-13=-2305/58 BOT CHORD 20-21=-221/550, 19-20=0/3907, 18-19=0/6329, 17-18=0/4119, 8-15=0/2607, 14-15=0/2221, 13-14=-210/958 WEBS 3-20=-1442/8, 3-19=0/2471, 4-19=-978/0, 4-18=0/496, 6-18=0/3679, 6-17=-2510/0, 7-17=-957/50, 15-17=0/3186, 7-15=-566/51, 8-14=-2027/6, 9-14=-50/940, 10-14=0/1150, 2-20=0/3208, 10-13=-1698/178 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M5 Truss Type ROOF SPECIAL Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203213 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:13:59 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-wBiMC4FKoFiwIEzUcFJrYtjIt7bNoMdqsCZZvuzSpD6 Scale = 1:48.8 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 6x8 8x10 9x10 M18SHS 4x6 8x8 4x8 5x10 4x8 3x4 2x4 4x8 6x6 8x8 8x12 6x8 4x6 4x6 4x8 MT18HS 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 11-5-15 4-8-11 13-6-8 2-0-9 14-8-5 1-1-13 20-1-6 5-5-1 -1-6-0 1-6-0 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 9-1-9 2-4-5 11-5-15 2-4-5 13-6-8 2-0-9 14-8-5 1-1-13 17-3-2 2-6-13 20-1-6 2-10-4 22-7-2 2-5-12 1-2-05-0-07-1-97-2-151-9-21-9-01-10-64.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [6:0-2-4,0-1-12], [7:0-5-0,0-3-0], [8:0-4-0,0-4-4], [9:0-3-12,0-3-0], [11:0-3-0,0-1-12], [15:0-8-12,0-5-8], [17:0-2-7,0-2-8], [18:0-5-0,0-5-0], [21:0-5-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.52 1.00 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.44 0.20 0.03 (loc) 17-18 17-18 13 18 l/defl >693 >534 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 141 lb FT = 0% GRIP 197/144 197/144 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 9-12: 2x8 SPF 1950F 1.7E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 8-16,13-15: 2x4 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E *Except* 2-21: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)21=2740/0-5-8 (min. 0-4-6), 13=3008/0-5-9 (min. 0-4-14) Max Horz 21=116(LC 9) Max Grav 21=2941(LC 27), 13=3090(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4327/0, 3-4=-6833/0, 4-5=-7474/0, 5-6=-7365/0, 6-23=-3067/0, 7-23=-2941/0, 7-8=-3243/0, 8-9=-2045/0, 9-10=-2242/0, 10-11=-459/15, 11-24=0/487, 2-21=-2791/0, 11-13=-1784/28 BOT CHORD 20-21=-206/576, 19-20=0/4045, 18-19=0/6628, 17-18=0/4394, 8-15=0/2761, 14-15=0/2492, 13-14=-35/1325 WEBS 3-20=-1491/7, 3-19=0/2604, 4-19=-1031/0, 4-18=0/569, 6-18=0/3784, 6-17=-2571/0, 7-17=-1140/0, 15-17=0/3461, 7-15=-491/54, 8-14=-2091/11, 9-14=0/1230, 10-14=0/888, 2-20=0/3316, 10-13=-2046/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M6 Truss Type ROOF SPECIAL Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203214 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:14:01 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-sZp7dmHaKsyeXY7tjgLJdIpevwJWGGw7JW2fzmzSpD4 Scale = 1:50.7 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 6x12 MT18HS 8x10 9x10 M18SHS 4x6 8x8 4x6 4x8 3x8 3x4 2x4 4x8 6x6 8x10 8x12 6x8 4x8 3x12 6x6 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 11-5-15 4-8-11 13-6-8 2-0-9 14-8-5 1-1-13 20-4-7 5-8-2 20-10-2 0-5-11 -1-6-0 1-6-0 2-5-7 2-5-7 4-7-5 2-1-15 6-9-4 2-1-15 9-1-9 2-4-5 11-5-15 2-4-5 13-6-8 2-0-9 14-8-5 1-1-13 17-7-7 2-11-3 20-10-2 3-2-11 22-7-2 1-9-0 1-2-05-0-07-1-97-2-151-3-51-9-01-10-64.00 12 8.00 12 3.00 12 Plate Offsets (X,Y)-- [3:0-2-4,0-1-12], [6:0-2-0,0-1-12], [7:0-5-0,0-3-0], [8:0-3-12,0-4-4], [11:0-3-0,0-2-12], [15:0-8-8,0-5-12], [18:0-4-12,0-5-8], [19:0-2-0,0-1-8], [20:0-2-12,0-2-0], [21:0-5-0,0-6-4] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.55 0.83 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.46 0.21 0.04 (loc) 17-18 17-18 13 18 l/defl >689 >530 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS MT18HS Weight: 142 lb FT = 0% GRIP 197/144 197/144 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E *Except* 7-9: 2x6 SPF 2100F 1.8E, 9-12: 2x8 SPF 1950F 1.7E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 18-21: 2x6 SPF 2100F 1.8E, 8-16: 2x4 SPF 1650F 1.5E 13-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 2-21,11-13: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,15-16. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.(lb/size)21=2835/0-5-8 (min. 0-3-10), 13=2926/0-5-9 (min. 0-3-13) Max Horz 21=111(LC 9) Max Grav 21=2998(LC 27), 13=3004(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4432/0, 3-4=-7077/0, 4-5=-7780/0, 5-6=-7660/0, 6-23=-3268/0, 7-23=-3138/0, 7-8=-3514/0, 8-9=-2254/0, 9-10=-2595/0, 10-11=-929/75, 11-24=0/371, 2-21=-2828/0, 11-13=-1732/0 BOT CHORD 20-21=-195/640, 19-20=0/4159, 18-19=0/6869, 17-18=0/4621, 8-15=0/2867, 14-15=0/2701, 13-14=0/1843 WEBS 3-20=-1538/5, 3-19=0/2715, 4-19=-1086/0, 4-18=0/623, 6-18=0/3851, 6-17=-2618/0, 7-17=-1278/0, 15-17=0/3681, 7-15=-445/153, 8-14=-2061/14, 9-14=0/1378, 10-14=-43/660, 10-13=-1968/0, 2-20=0/3358 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss M7 Truss Type JACK-CLOSED Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203215 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:14:01 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-sZp7dmHaKsyeXY7tjgLJdIpfIwT3GGB7JW2fzmzSpD4 Scale = 1:29.0 1 2 3 4 5 7 6 8 5x5 5x6 4x8 4x6 4x4 3x6 5-8-0 5-8-0 10-11-13 5-3-13 -1-6-0 1-6-0 5-8-0 5-8-0 10-11-13 5-3-13 1-2-04-9-154.00 12 Plate Offsets (X,Y)-- [2:0-4-15,0-2-2], [5:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.46 0.15 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.04 0.01 0.00 (loc) 7 7 6 7 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 Weight: 70 lb FT = 0% GRIP 118/123 LUMBER- TOP CHORD 2x6 SPF 2100F 1.8E BOT CHORD 1.5X7.25 Microllam LVL 2.0E TG WEBS 2x4 SPF 1650F 1.5E *Except* 4-7: 2x4 WW Stud SLIDER Left 2x4 WW Stud 2-11-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=1276/0-3-8 (min. 0-1-8), 2=1672/0-5-8 (min. 0-1-12) Max Horz 2=104(LC 7) Max Uplift2=-10(LC 6) Max Grav 6=1645(LC 15), 2=1948(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-2397/0, 3-8=-2186/0, 3-4=-1853/0, 4-5=-342/131, 5-6=-644/18 BOT CHORD 2-7=0/1903, 6-7=0/1903 WEBS 4-6=-2031/7 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 100.0 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 20.0psf 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 10 lb uplift at joint 2. 8) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss N1GD Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203216 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:14:02 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-LmNVq6HC5A4V9hi3HNsYAWLqGKhQ?lUHYAoDWCzSpD3 Scale = 1:49.4 1 2 3 4 5 6 7 8 9 15 14 13 12 11 1016 17 18 6x6 6x12 MT18HS 10x10 5x5 10x12 8x12 5x8 4x10 2x4 3x4 4x4 6x10 8x8 5x12 5x12 2x4 4-1-0 4-1-0 7-10-9 3-9-8 11-8-1 3-9-8 14-11-15 3-3-14 16-9-5 1-9-6 21-3-9 4-6-4 21-3-10 0-0-1 -1-6-4 1-6-4 4-1-0 4-1-0 7-10-9 3-9-8 11-8-1 3-9-8 14-10-14 3-2-13 16-9-5 1-10-7 21-3-10 4-6-5 22-11-1 1-7-7 1-2-05-0-07-1-81-2-11-9-03.94 12 7.88 12 Plate Offsets (X,Y)-- [3:0-1-12,0-2-4], [5:0-3-0,0-4-0], [6:0-4-8,0-3-0], [7:0-1-12,0-4-4], [8:Edge,0-6-15], [11:0-3-0,0-5-4], [13:0-1-8,0-2-8] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 3-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.44 0.66 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.18 -0.23 0.09 0.02 (loc) 14 13-14 8 14 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 MT18HS Weight: 152 lb FT = 0% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x6 SPF 2100F 1.8E *Except* 5-6: 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 2-12: 2x6 SPF 2100F 1.8E WEBS 2x4 SPF 1650F 1.5E *Except* 11-13: 2x4 SPF 2100F 1.8E SLIDER Left 2x6 SPF 1650F 1.5E 4-2-10, Right 2x6 SPF 1650F 1.5E 5-4-0 BRACING- TOP CHORD 2-0-0 oc purlins (3-6-9 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=4356/0-5-8 (req. 0-5-13), 8=4414/0-5-7 (req. 0-7-1) Max Horz 2=148(LC 7) Max Grav 2=4567(LC 27), 8=4509(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7091/0, 3-4=-6351/0, 4-17=-5025/0, 5-17=-4805/0, 5-6=-4440/0, 6-7=-4109/0, 7-8=-5145/0 BOT CHORD 2-15=0/6050, 14-15=0/6050, 13-14=0/5915, 12-13=0/435, 6-11=0/3296, 10-11=0/3567, 8-10=0/3567 WEBS 3-14=-540/104, 4-14=0/402, 4-13=-2299/16, 5-13=-1063/20, 11-13=0/4739, 5-11=-1627/39, 7-11=-901/283, 7-10=0/288 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully 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 20.0 psf or 1.00 times flat roof load of 100.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) WARNING: Required bearing size at joint(s) 2, 8 greater than input bearing size. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss O1GD Truss Type COMMON GIRDER Qty 1 Ply 3 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203217 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:14:04 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-H8VFFoJTcnLDO?sROou0FxR488NMTgrZ?UHJa5zSpD1 Scale = 1:44.7 1 2 3 4 5 6 11 10 9 8 712131415 6x6 7x10 5x10 M18SHS 5x10 M18SHS 3x6 8x8 8x8 3x6 8x8 8x8 4-0-0 4-0-0 7-11-0 3-11-0 12-0-0 4-1-0 15-4-8 3-4-8 -2-10-0 2-10-0 4-0-0 4-0-0 7-11-0 3-11-0 12-0-0 4-1-0 15-4-8 3-4-8 1-10-47-1-92-1-158.00 12 Plate Offsets (X,Y)-- [2:0-5-0,Edge], [7:Edge,0-5-8], [8:0-3-8,0-4-12], [9:0-4-0,0-4-12], [10:0-3-8,0-4-12], [11:0-0-0,0-2-0] LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 5-0-0 1.00 1.00 NO IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.80 0.69 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.10 0.02 0.00 (loc) 8-9 8-9 7 10 l/defl >999 >999 n/a >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS Weight: 312 lb FT = 0% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 WW Stud *Except* 4-9,2-10,6-8: 2x4 SPF 1650F 1.5E, 2-11,6-7: 2x6 SPF 1650F 1.5E BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS.(lb/size)11=12800/0-5-8 (req. 0-6-11), 7=11680/Mechanical Max Horz 11=345(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=0/973, 2-3=-10255/0, 3-4=-8480/0, 4-5=-8532/0, 5-6=-9857/0, 2-11=-11582/0, 6-7=-10031/0 BOT CHORD 11-12=-1221/433, 10-12=-1221/433, 10-13=0/7816, 9-13=0/7816, 9-14=0/7700, 8-14=0/7700, 8-15=0/1069, 7-15=0/1069 WEBS 3-10=-832/434, 3-9=-1438/200, 4-9=0/6272, 5-9=-1229/52, 5-8=-930/258, 2-10=0/8281, 6-8=0/7648 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 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)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 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 100.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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. 9) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown. 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. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1865 lb down at 2-0-12, 1865 lb down at 4-0-12, 1865 lb down at 6-0-12, 1865 lb down at 8-0-12, 2105 lb down at 10-0-12, and 2105 lb down at 12-0-12, and 2105 lb down at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) StandardContinued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 Job 03047-15 Truss O1GD Truss Type COMMON GIRDER Qty 1 Ply 3 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203217 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:14:04 2015 Page 2 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-H8VFFoJTcnLDO?sROou0FxR488NMTgrZ?UHJa5zSpD1 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=-550, 2-4=-550, 4-6=-550, 7-11=-50 Concentrated Loads (lb) Vert: 10=-1865(F) 9=-1865(F) 8=-2105(F) 12=-1865(F) 13=-1865(F) 14=-2105(F) 15=-2105(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 03047-15 Truss V1G Truss Type GABLE Qty 1 Ply 1 DW Dantas/Snowberry/#03047-15 Job Reference (optional) R44203218 7.620 s Mar 27 2015 MiTek Industries, Inc. Wed Apr 08 08:14:05 2015 Page 1 Alpine Truss, Montrose, CO - 81401 ID:x7ib?IZndOJQ8rR3jNe0IjzbMga-lK3eT8K5N5T309QeyVQFn8zQvYtQCCvjE80t6XzSpD0 Scale = 1:32.6 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 3x4 5x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-9-14 19-9-14 9-10-15 9-10-15 19-9-14 9-10-15 0-0-43-5-110-0-45.00 12 LOADING (psf) TCLL (Roof Snow=100.0) TCDL BCLL BCDL 100.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.00 1.00 YES IRC2012/TPI2007 CSI. TC BC WB (Matrix) 0.10 0.06 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 59 lb FT = 0% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E OTHERS 2x4 WW Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS.All bearings 19-9-14. (lb) - Max Horz 1=24(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 17, 11, 10 Max Grav All reactions 250 lb or less at joint(s) except 1=283(LC 14), 9=283(LC 15), 14=340(LC 1), 15=485(LC 14), 16=407(LC 14), 17=727(LC 14), 13=485(LC 15), 11=407(LC 15), 10=727(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-14=-311/0, 4-15=-448/16, 3-16=-392/20, 2-17=-652/27, 6-13=-448/14, 7-11=-392/21, 8-10=-652/27 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=100.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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 20.0psf 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 lb uplift at joint(s) 16, 17, 11, 10. 8) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. April 8,2015 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. 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 truss 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 other 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 regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this 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. Do not cut or alter 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 design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)' 2012 MiTekfi All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: 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.6-4-8dimensions shown in ft-in-sixteenthsWEBS