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Home My WebLink About64859-W1 SEALED 1903478-12TAll Hangers connections are LUS24's. The T03 to G03 hangers are upset 1-11/16". 12" knee wall required to get 5" sidewall at the room. 12" knee wall required to get 5" sidewall at the room. BBO1BBO2 BBO3BBO4 BBO5 BBO6BBO7GE01GE02G01G04T01G02 G03 G03 G02 T02T02T03 T03 T02 T02 GE02T01(20) P01(22) P01(3)4' 9 3/4" 17' 5" 4' 9 3/4"27' 0 1/2"49' 6 1/2" 2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"1' 5"2' 0 3/4"4' 0" 4' 8 1/2" 4' 0"2' 0 3/4" 2' 11"4' 0"2' 11" 1317 N. Owen Street Rensselaer, IN 47978 1-800-866-7658 Designer: mbbraddock JOBNAME: CUSTOMERNAME: Old Town Design Group 14 Blackwell Park Contract Lumber Brownsburg, IN JOB#: 1903478-12T DATE: 3/20/2019 JOBNOTES: All Hangers connections are LUS24's. The T03 to G03 hangers are upset 1-11/16". Trusses are 24" on center except as shown on this drawing. Please note that a 12" knee wall is required for the wall to be 5' tall at the room. General Notes: THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the Building Designer whose responsibilities include; the design and bracing of the overall structure, any supporting structure including the walls, headers, beams and columns and the permanent bracing of the roof and floor system. The General Contractor and/or their agents are responsible for; the verification of all dimensions, assuring that any conventional framing shall uniformly transfer the loads to the trusses below, the temporary bracing of the truss system as well as the permanent web bracing shown on the individual truss drawing sheets for the truss designs identified on this placement plan. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute 583 D'Onofrio Drive, Madison, WI 53179. COMPANY, INC. STARK TRUSS Dansco Engineering, LLC P.O. Box 3400 Apollo Beach, FL 33572 This truss placement diagram (TPD) has been prepared by component manufacturer technician(s) and reviewed by DANSCO Engineering, LLC for the design criteria shown on this TPD. DE accepts responsibility for specifying truss-to-truss connections within the truss system only. DE is not responsible for the design of this structure, for specifying permanent truss bracing, for specifying the attachment of the trusses and bracing to the structure, nor for specifying the diaphragm or sheathing (including attachment to the trusses) - these items are the responsibility of the design professional of record (engineer or architect of record). Review and approval of the design criteria shown is the responsibility of the design professional of record. The contractor shall be responsible for field verification of all dimensions, for means and methods of construction, for temporary bracing of the trusses, and for coordination of the work of all trades. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Dansco Engineering, LLC P.O. Box 3400 Apollo Beach, FL 33572 Date: 3/21/19 DE Job# 64859-W1 04/08/19 Mike Sheeks DE DANSCO ENGINEERING, LLC P.O. Box 3400 Apollo Beach, FL 33572 Telephone (813) 645-0166 Facsimile (813) 645-9698 The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under my direct supervision and control based on the parameters provided by Stark Truss Inc. Job: 1903478-12T 9 truss design(s) 64859-W1 3/20/19 Samuel A. Greenberg, P.E. Indiana Reg. #19700485 Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length is the distance from the top chord to bottom chord. 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 1-2014 Chapter 2. Warning !—Verify design parameters and read notes before use. These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss G04 Truss Type Piggyback Base Girder Qty 1 Ply 2 Job Reference (optional) 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 17:13:44 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-EmF9H0ujaSa6WnoppsHFgT6KoEyh2Hao_EPSivzZ_jr Scale = 1:81.9 T1 T2 T3 B1 B2 W1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 EV1 WCL2 EV2 WCR2 T4 T5 B3 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 4x6 6x16 MT18H 6x16 MT18H 4x6 4x6 8x8 4x6 3x6 3x10 4x10 4x12 3x8 3x8 4x12 4x10 3x6 3x10 2x4 4x6 2x4 4x6 3-8-4 3-8-4 7-1-0 3-4-12 11-0-0 3-11-0 13-6-4 2-6-4 16-0-8 2-6-4 19-11-8 3-11-0 23-4-4 3-4-12 27-0-8 3-8-4 -0-10-8 0-10-8 3-8-4 3-8-4 7-1-0 3-4-12 11-0-0 3-11-0 16-0-8 5-0-8 19-11-8 3-11-0 23-4-4 3-4-12 27-0-8 3-8-4 27-11-0 0-10-8 2-0-013-0-02-0-011-0-5 12.0012 10.0012 Plate Offsets (X,Y)-- [6:1-1-8,0-3-0], [7:1-1-8,0-3-0], [18:0-4-0,0-5-4] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.21 0.33 0.74 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.26 -0.47 0.85 0.18 (loc) 18 18 13 18 l/defl >999 >680 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 480 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD2x6 SP 2400F 2.0E BOT CHORD2x6 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W3,W10: 2x8 SP 2400F 2.0E, W5,W8: 2x6 SPF No.2 W6,W7: 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size)23=2375/0-3-8 (min. 0-1-8), 13=2375/0-3-8 (min. 0-1-8) Max Horz23=254(LC 31) Max Uplift23=-309(LC 10), 13=-309(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4771/591, 3-4=-6960/922, 4-5=-7127/867, 5-6=-7054/881, 6-24=-11907/1374, 24-25=-11907/1374, 7-25=-11907/1374, 7-8=-7054/796, 8-9=-7127/782, 9-10=-6960/762, 10-11=-4771/538, 2-23=-2339/312, 11-13=-2339/312 BOT CHORD 22-23=-336/369, 21-22=-671/4391, 20-21=-924/6455, 19-20=-901/6503, 18-19=-781/6312, 17-18=-666/6303, 16-17=-616/6455, 15-16=-638/6407, 14-15=-352/4261 WEBS 3-22=-1442/208, 3-21=-188/1655, 4-21=-404/8, 4-19=-47/265, 6-19=-248/909, 6-18=-825/7887, 7-18=-925/7887, 7-17=-248/926, 9-17=-199/265, 9-15=-417/30, 10-15=-223/1655, 10-14=-1442/173, 2-22=-374/3426, 11-14=-292/3426 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 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. Continued on page 2 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss G04 Truss Type Piggyback Base Girder Qty 1 Ply 2 Job Reference (optional) 8.200 s Apr 7 2018 MiTek Industries, Inc. Wed Mar 20 17:13:44 2019 Page 2Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-EmF9H0ujaSa6WnoppsHFgT6KoEyh2Hao_EPSivzZ_jr NOTES- 11) Bearing at joint(s) 23, 13 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 309 lb uplift at joint 23 and 309 lb uplift at joint 13. 13) This truss is designed in accordance with the 2015 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. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 686 lb down and 181 lb up at 7-1-4, 468 lb down and 141 lb up at 11-2-12 , and 468 lb down and 141 lb up at 15-9-12, and 686 lb down and 181 lb up at 19-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-6=-66, 6-7=-66, 7-11=-66, 11-12=-66, 18-23=-20, 13-18=-20 Concentrated Loads (lb) Vert: 21=-686(B) 19=-468(B) 17=-468(B) 15=-686(B) 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss G02 Truss Type Flat Girder Qty 2 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:37 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-mDHmJNjHjTmHlRq9s8hyyDY8HbkyHqB8TxuYSGzZPMK Scale = 1:19.5 EV1 T1 EV2 B1 W1 1 2 4 35 2x4 4x4 2x4 4x4 0-3-8 0-3-8 3-10-8 3-7-0 4-2-0 0-3-8 0-3-8 0-3-8 3-10-8 3-7-0 4-2-0 0-3-8 3-3-12LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.22 0.30 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.01 -0.02 -0.00 0.01 (loc) 3-4 3-4 3 3-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 25 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD2x6 SPF No.2 BOT CHORD2x6 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, 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)4=404/Mechanical, 3=640/Mechanical Max Horz4=-72(LC 6) Max Uplift4=-105(LC 6), 3=-195(LC 7) Max Grav4=416(LC 33), 3=666(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=105, 3=195. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 118 lb up at 1-9-12, and 289 lb down and 110 lb up at 4-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-110(F=-44), 3-4=-20 Concentrated Loads (lb) Vert: 3=-274(B) 5=-266(B) 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss G03 Truss Type Flat Girder Qty 2 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:38 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-EPr9WjkvUnu8MbPMQrCBUR5I1?4q0HEIhbe5_izZPMJ Scale = 1:23.0 EV1 T1 EV2 B1 W1 1 2 4 35 2x4 4x4 2x4 4x4 0-3-8 0-3-8 3-10-8 3-7-0 4-2-0 0-3-8 0-3-8 0-3-8 3-10-8 3-7-0 4-2-0 0-3-8 4-0-0LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.22 0.20 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.01 -0.01 -0.00 0.01 (loc) 3-4 3-4 3 3-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD2x6 SPF No.2 BOT CHORD2x6 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, 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)4=343/Mechanical, 3=488/Mechanical Max Horz4=-90(LC 8) Max Uplift4=-84(LC 6), 3=-121(LC 7) Max Grav4=366(LC 33), 3=526(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=121. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 56 lb up at 1-9-12, and 184 lb down and 48 lb up at 4-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-110(F=-44), 3-4=-20 Concentrated Loads (lb) Vert: 3=-168(F) 5=-160(F) 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:38 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-EPr9WjkvUnu8MbPMQrCBUR5Em?4Q0EdIhbe5_izZPMJ Scale = 1:65.5 EV1 T1 T2 EV2 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 4x4 3x5 4x4 3x5 4x4 0-3-8 0-3-8 14-2-8 13-11-0 14-6-0 0-3-8 -0-10-8 0-10-8 0-3-8 0-3-8 7-3-0 6-11-8 14-2-8 6-11-8 14-6-0 0-3-8 15-4-8 0-10-8 3-4-410-7-43-4-412.0012 Plate Offsets (X,Y)-- [12:Edge,0-3-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.49 0.22 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 104 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* ST1,ST2,ST5: 2x4 HF/SPF No.2 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. WEBS 1 Row at midpt 6-16, 5-17, 7-15 with 2x4 SPF Stud with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-6-0. (lb) - Max Horz20=-223(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 15, 14 except 20=-299(LC 12), 12=-295(LC 13), 19=-284(LC 13), 13=-280(LC 12) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 15, 14 except 20=386(LC 13), 12=382(LC 12), 16=372(LC 14), 19=421(LC 12), 13=417(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-219/311, 6-7=-219/311 WEBS 6-16=-384/198 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 7-3-0, Corner(3) 7-3-0 to 10-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:39 2019 Page 2Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-ibPXj3lXF40?_l_Y_ZjQ1eePWPQflhtRwFNeW8zZPMI NOTES- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 15, 14 except (jt=lb) 20=299, 12=295, 19=284, 13=280. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss GE02 Truss Type GABLE Qty 2 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:40 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-AozvxPl9?O8scvZkYGEfasAc_ploUz1b9v7C2azZPMH Scale = 1:76.4 T1 T2 T3 B1 B2 W1 W2 W3 W4 W5 W6 W7 W8 EV1 WCL2 EV2 WCR2 T4 T5B3B4 ST1 ST2 ST3 ST4 ST5ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 41 42 43 44 45 46 6x8 6x8 4x4 8x8 4x4 3x6 6x6 3x5 3x5 3x6 6x6 3x4 5x8 3x4 5x8 2x4 5x6 5x6 0-3-8 0-3-8 5-6-4 5-2-12 11-0-0 5-5-12 13-6-4 2-6-4 16-0-8 2-6-4 21-6-4 5-5-12 26-9-0 5-2-12 27-0-8 0-3-8 -0-10-8 0-10-8 0-3-8 0-3-8 5-6-4 5-2-12 11-0-0 5-5-12 16-0-8 5-0-8 21-6-4 5-5-12 26-9-0 5-2-12 27-0-8 0-3-8 27-11-0 0-10-8 2-0-013-0-02-0-011-0-5 12.0012 10.0012 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [4:0-3-0,0-3-0], [5:0-6-1,0-3-0], [6:0-6-1,0-3-0], [7:0-3-0,0-3-0], [9:0-3-4,0-1-8], [25:0-1-12,0-0-12], [36:0-1-12,0-0-12] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.38 0.29 0.84 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.28 -0.53 0.96 0.10 (loc) 15 15 11 15 l/defl >999 >607 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 188 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD2x4 SP 2400F 2.0E *Except* T2: 2x6 SPF No.2 BOT CHORD2x4 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W4,W5: 2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 5-6. 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)19=1221/0-3-8 (min. 0-1-8), 11=1221/0-3-8 (min. 0-1-8) Max Horz19=259(LC 13) Max Uplift19=-3(LC 14), 11=-3(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-41=-2722/9, 3-41=-2609/38, 3-42=-3030/0, 4-42=-2937/0, 4-5=-2888/0, 5-43=-4776/0, 43-44=-4776/0, 6-44=-4776/0, 6-7=-2888/0, 7-45=-2937/0, 8-45=-3030/0, 8-46=-2600/10, 9-46=-2722/0, 2-19=-1226/91, 9-11=-1222/115 BOT CHORD 18-19=-330/411, 17-18=-46/2625, 16-17=0/2743, 15-16=0/2774, 14-15=0/2651, 13-14=0/2620, 12-13=0/2431 WEBS 3-18=-519/37, 3-17=-212/341, 5-15=0/3197, 6-15=0/3322, 8-13=-228/353, 8-12=-519/32, 2-18=0/1962, 9-12=0/1962 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 11-0-0, Exterior(2) 11-0-0 to 20-3-7, Interior(1) 20-3-7 to 27-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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) 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 100 lb uplift at joint(s) 19, 11. Continued on page 2 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss GE02 Truss Type GABLE Qty 2 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:40 2019 Page 2Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-AozvxPl9?O8scvZkYGEfasAc_ploUz1b9v7C2azZPMH NOTES- 13) This truss is designed in accordance with the 2015 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. 15) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss P01 Truss Type GABLE Qty 25 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:41 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-e_XH8lmomiGjD38x5zlu63jsjD90DdTkOZslb1zZPMG Scale = 1:17.2 T1 T2 B1 ST1 1 2 3 45 6 4x4 2x4 2x41.5x4 5-0-8 5-0-8 2-6-4 2-6-4 5-0-8 2-6-4 0-5-32-4-100-1-10 2-6-00-5-30-1-10 12.0012 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.06 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-8 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. (lb/size)2=166/3-10-14 (min. 0-1-8), 4=166/3-10-14 (min. 0-1-8), 6=49/3-10-14 (min. 0-1-8) Max Horz2=-40(LC 12) Max Uplift2=-19(LC 14), 4=-19(LC 14) Max Grav2=166(LC 1), 4=166(LC 1), 6=98(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf 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 100 lb uplift at joint(s) 2, 4. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss T01 Truss Type Piggyback Base Qty 21 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:42 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-6A5fM5nQX?OarCi7fhG7fHGyUcRGytXtcDcJ7TzZPMF Scale = 1:76.4 T1 T2 T3 B1 B2 W1 W2 W3 W4 W5 W6 W7 W8 EV1 WCL2 EV2 WCR2 T4 T5B3B4 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 3x4 6x8 6x8 3x4 4x4 8x8 4x4 3x6 6x6 3x5 3x5 3x6 6x6 3x4 5x8 3x4 5x8 0-3-8 0-3-8 5-6-4 5-2-12 11-0-0 5-5-12 13-6-4 2-6-4 16-0-8 2-6-4 21-6-4 5-5-12 26-9-0 5-2-12 27-0-8 0-3-8 -0-10-8 0-10-8 0-3-8 0-3-8 5-6-4 5-2-12 11-0-0 5-5-12 16-0-8 5-0-8 21-6-4 5-5-12 26-9-0 5-2-12 27-0-8 0-3-8 27-11-0 0-10-8 2-0-013-0-02-0-011-0-5 12.0012 10.0012 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [5:0-6-1,0-3-0], [6:0-6-1,0-3-0], [9:0-3-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.38 0.29 0.84 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.28 -0.53 0.96 0.10 (loc) 15 15 11 15 l/defl >999 >607 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 163 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD2x4 SP 2400F 2.0E *Except* T2: 2x6 SPF No.2 BOT CHORD2x4 SP 2400F 2.0E WEBS 2x4 SPF Stud *Except* W4,W5: 2x4 HF/SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 5-6. 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)19=1221/0-3-8 (min. 0-1-8), 11=1221/0-3-8 (min. 0-1-8) Max Horz19=259(LC 13) Max Uplift19=-3(LC 14), 11=-3(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2722/9, 3-20=-2609/38, 3-21=-3030/0, 4-21=-2937/0, 4-5=-2888/0, 5-22=-4776/0, 22-23=-4776/0, 6-23=-4776/0, 6-7=-2888/0, 7-24=-2937/0, 8-24=-3030/0, 8-25=-2600/10, 9-25=-2722/0, 2-19=-1226/91, 9-11=-1222/115 BOT CHORD 18-19=-330/411, 17-18=-46/2625, 16-17=0/2743, 15-16=0/2774, 14-15=0/2651, 13-14=0/2620, 12-13=0/2431 WEBS 3-18=-519/37, 3-17=-212/341, 5-15=0/3197, 6-15=0/3322, 8-13=-228/353, 8-12=-519/32, 2-18=0/1962, 9-12=0/1962 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 11-0-0, Exterior(2) 11-0-0 to 20-3-7, Interior(1) 20-3-7 to 27-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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) 19, 11 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 100 lb uplift at joint(s) 19, 11. 10) This truss is designed in accordance with the 2015 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. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss T02 Truss Type Monopitch Qty 4 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:43 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-aMf1ZQo2IJWRTMHJDOoMBUoAg0lihWb1rtLsfvzZPME Scale = 1:55.1 T1 EV2 B1 EV1 WCL2 B2 1 2 3 4 6 5 7 1.5x4 1.5x4 4x10 3x6 2x4 0-3-8 0-3-8 6-9-0 6-5-8 7-0-8 0-3-8 -0-10-8 0-10-8 0-3-8 0-3-8 6-9-0 6-5-8 7-0-8 0-3-8 2-0-09-0-83-5-05-7-812.0012 10.0012 Plate Offsets (X,Y)-- [5:0-4-8,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.16 0.41 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.15 -0.29 -0.00 -0.00 (loc) 5-6 5-6 5 3 l/defl >549 >275 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 41 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 SPF 1650F 1.5E WEBS 2x4 SPF Stud *Except* WCL2: 2x4 HF/SPF No.2 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)6=372/0-3-8 (min. 0-1-8), 5=332/Mechanical Max Horz6=178(LC 11) Max Uplift5=-74(LC 11) Max Grav6=372(LC 1), 5=377(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-496/89, 3-7=-404/107, 2-6=-305/149 BOT CHORD 5-6=-424/406, 3-5=-338/176 WEBS 2-5=0/340 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 6-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 23.1 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 04/08/19 Mike Sheeks DE Job # 64859-W1 Dansco Engineering, LLC Date: 3/21/19 WARNING VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, National Design Standard for Metal Plate Connected Wood Truss Construction and TPI/WTCA BCSI-06, Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses for additional information. Job 1903478-12T Truss T03 Truss Type Scissor Qty 2 Ply 1 Job Reference (optional) Run: 81.200 s 20 Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Tue Mar 19 10:55:43 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock ID:cuIsLoyFj7kP14Z2?6kwvszbiAi-aMf1ZQo2IJWRTMHJDOoMBUoAM0rJhXE1rtLsfvzZPME Scale = 1:34.2 T1 T2 B1 B2 W1 EV1 WCL2 EV2 WCR2 1 2 3 6 5 4 3x6 4x4 3x6 1.5x4 1.5x4 6x8 0-3-8 0-3-8 2-2-12 1-11-4 4-2-0 1-11-4 4-5-8 0-3-8 0-3-8 0-3-8 2-2-12 1-11-4 4-2-0 1-11-4 4-5-8 0-3-8 3-11-13 6-2-96-4-40-1-11 3-11-13 1-8-1012.0012 10.0012 LOADING (psf) TCLL (roof) Snow (Pf/Pg) TCDL BCLL BCDL 20.0 23.1/30.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.18 0.05 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 5-6 5-6 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 34 lb FT = 20% GRIP 185/144 LUMBER- TOP CHORD2x4 HF/SPF No.2 BOT CHORD2x4 HF/SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-8 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)6=180/Mechanical, 4=180/Mechanical Max Horz6=-132(LC 12) Max Uplift6=-36(LC 10), 4=-36(LC 11) Max Grav6=214(LC 20), 4=214(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=30.0 psf (ground snow); Pf=23.1 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 04/08/19 Mike Sheeks