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HomeMy WebLinkAbout42300016 - GR3 87 - Truss DetailsDE 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: 2107035-12T 29 truss design(s) 86641-W1 09/10/2021 Samuel A. Greenberg, P.E. Indiana Reg. #19700485 Indiana Residential Building Code 2020 based on IRC 2018 with Indiana specific amendments. 675 IAC 14-4.4-81 Section R802.10.1; truss design drawings, R802.10.1; truss design drawings shall be provided to the building official as required by the General Administrative Rules (675 IAC 12) for Class 1 structures or by local ordinance for Class 2 structures. 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 D’Onofrio Drive, Madison, WI 53719 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =4x6 =4x8 =8x8 =3x5 =4x4 =8x8 =3x5 =8x8 =4x8 =4x6 10 13 14 9 15 16 178 18 19 7 20 21 6 51 421211 3 T1 T1 W1 W1 B1 B1 W3 W4 W5 W4 W3 W2 W2 4-9-4 4-9-4 4-5-12 9-3-0 4-5-12 13-8-12 4-9-4 18-6-0 4-6-5 4-6-5 4-6-5 18-6-0 4-8-11 13-11-11 4-8-11 9-3-01-2-67-4-6Scale = 1:36.6 Plate Offsets (X, Y):[4:0-0-0,0-0-0], [6:Edge,0-2-0], [7:0-3-8,0-4-4], [8:0-4-0,0-4-8], [9:0-3-8,0-4-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)-0.05 8-9 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.10 8-9 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.69 Horz(CT)0.02 6 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 198 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W1:2x6 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. REACTIONS (lb/size)6=3422/0-6-0, (min. 0-2-14), 10=3624/0-6-0, (min. 0-3-1) Max Horiz 10=-193 (LC 10) Max Uplift 6=-516 (LC 13), 10=-546 (LC 12) Max Grav 6=3704 (LC 2), 10=3921 (LC 2) 1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4200/595, 2-11=-3192/497, 3-11=-3177/526, 3-12=-3177/526, 4-12=-3192/497, 4-5=-4199/594, 1-10=-3057/453,5-6=-3058/452 BOT CHORD 10-13=-241/657, 13-14=-241/657, 9-14=-241/657, 9-15=-507/3365, 15-16=-507/3365, 16-17=-507/3365, 8-17=-507/3365, 8-18=-432/3366, 18-19=-432/3366, 7-19=-432/3366, 7-20=-105/558, 20-21=-105/558, 6-21=-105/558 WEBS 2-9=-124/1028, 2-8=-1058/275, 3-8=-475/3190, 4-8=-1058/274, 4-7=-123/1027, 1-9=-359/2929, 5-7=-362/2939 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Web 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 todistribute only loads noted as (F) or (B), unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 10 and 516 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 689 lb down and 97 lb up at 0-11-4, 686 lb down and 99 lb up at 2-11-4,686 lb down and 99 lb up at 4-11-4, 686 lb down and 99 lb up at 6-11-4, 686 lb down and 99 lb up at 8-11-4, 686 lb down and 99 lb up at 10-11-4, 686 lb down and 98 lb upat 12-11-4, and 686 lb down and 98 lb up at 14-11-4, and 686 lb down and 98 lb up at 16-11-4 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=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 G01 1 22107035-12T Common Girder Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:QoPRQyZgDhnSpyIinKS6iYySXEo-KHYwtVEPhX95qHJBPblUE__2NfEiHTFjcq0PsQyf449 Continued on page 2 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. Vert: 1-3=-51, 3-5=-51, 6-10=-20 Concentrated Loads (lb) Vert: 13=-644 (B), 14=-641 (B), 15=-641 (B), 16=-641 (B), 17=-641 (B), 18=-641 (B), 19=-641 (B), 20=-641 (B), 21=-641 (B) Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 G01 1 22107035-12T Common Girder Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 2 ID:QoPRQyZgDhnSpyIinKS6iYySXEo-KHYwtVEPhX95qHJBPblUE__2NfEiHTFjcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =4x6 =4x8 =8x8 =3x5 =4x6 =8x8 =3x5 =8x8 =4x8 =4x6 10 13 14 9 15 16 178 18 19 7 20 21 6 51 421211 3 T1 T1 W1 W1 B1B1 W3 W4 W5 W4 W3 W2 W2 4-9-4 4-9-4 4-5-12 9-3-0 4-5-12 13-8-12 4-9-4 18-6-0 4-6-5 4-6-5 4-6-5 18-6-0 4-8-11 13-11-11 4-8-11 9-3-01-2-67-4-6Scale = 1:36.6 Plate Offsets (X, Y):[4:0-0-0,0-0-0], [6:Edge,0-2-0], [7:0-3-8,0-4-8], [8:0-4-0,0-4-8], [9:0-3-8,0-4-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)-0.06 8-9 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.72 Vert(CT)-0.12 8-9 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.79 Horz(CT)0.02 6 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 198 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* W1:2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)6=3842/0-6-0, (min. 0-3-5), 10=4074/0-6-0, (min. 0-3-8) Max Horiz 10=-193 (LC 8) Max Uplift 6=-582 (LC 13), 10=-616 (LC 12) Max Grav 6=4232 (LC 2), 10=4486 (LC 2) 3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4796/668, 2-11=-3640/552, 3-11=-3626/582, 3-12=-3626/582, 4-12=-3641/552, 4-5=-4794/668, 1-10=-3481/505,5-6=-3482/505 BOT CHORD 10-13=-251/732, 13-14=-251/732, 9-14=-251/732, 9-15=-566/3848, 15-16=-566/3848, 16-17=-566/3848, 8-17=-566/3848, 8-18=-493/3848, 18-19=-493/3848, 7-19=-493/3848, 7-20=-115/636, 20-21=-115/636, 6-21=-115/636 WEBS 2-9=-147/1211, 2-8=-1203/293, 3-8=-536/3684, 4-8=-1202/293, 4-7=-147/1208, 1-9=-411/3353, 5-7=-415/3364 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc.Web 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)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever leftand right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 582 lb uplift at joint 6 and 616 lb uplift at joint 10. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 810 lb down and 112 lb up at 0-11-4, 808 lb down and 113 lb up at 2-11-4, 808 lb down and 113 lb up at 4-11-4, 808 lb down and 113 lb up at 6-11-4, 808 lb down and 113 lb up at 8-11-4, 808 lb down and 113 lb up at 10-11-4, 808 lb down and 113 lb up at 12-11-4, and 808 lb down and 113 lb up at 14-11-4, and 807 lb down and 114 lb up at 16-11-4 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=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 G02 1 22107035-12T Common Girder Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:bj9tQ9JZckbfFU2dPLZeDdySXDq-oU5I5rF1SqHySRuNyJGjnCXBn2YQ0ursrUlzPsyf448 Continued on page 2 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. Vert: 1-3=-51, 3-5=-51, 6-10=-20 Concentrated Loads (lb) Vert: 13=-740 (F), 14=-737 (F), 15=-737 (F), 16=-737 (F), 17=-737 (F), 18=-737 (F), 19=-737 (F), 20=-737 (F), 21=-737 (F) Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 G02 1 22107035-12T Common Girder Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 2 ID:bj9tQ9JZckbfFU2dPLZeDdySXDq-oU5I5rF1SqHySRuNyJGjnCXBn2YQ0ursrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =2x4 =3x5 =3x5 =3x5 =4x4 =3x8 =3x5 =3x5 =3x5 =2x4 12 15 11 16 17 10 18 9 19 8 71 62 1413 53 4 T1 T1 W1 W1 B1 W2 W2 W3 W4 W5 W4 W3 0-10-12 12-10-12 0-10-12 -0-10-12 2-10-4 8-10-4 2-10-4 6-0-0 3-1-12 12-0-0 3-1-12 3-1-12 2-10-4 8-10-4 2-10-4 6-0-0 3-1-12 12-0-0 3-1-12 3-1-121-7-115-7-11Scale = 1:31.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)-0.02 9-10 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.34 Vert(CT)-0.03 9-10 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.46 Horz(CT)0.01 8 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 142 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF 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)8=2186/0-6-0, (min. 0-1-14), 12=2436/0-6-0, (min. 0-2-2) Max Horiz 12=-171 (LC 10) Max Uplift 8=-344 (LC 13), 12=-382 (LC 12) Max Grav 8=2415 (LC 2), 12=2688 (LC 2) 5 5FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2402/339, 3-13=-2341/350, 3-4=-1985/339, 4-5=-1985/339, 5-14=-2270/340, 6-14=-2331/329, 2-12=-2329/349, 6-8=-2264/340 BOT CHORD 11-16=-278/1955, 16-17=-278/1955, 10-17=-278/1955, 10-18=-227/1897, 9-18=-227/1897 WEBS 2-11=-258/2140, 6-9=-249/2075, 3-11=-78/509, 3-10=-552/161, 4-10=-315/1989, 5-10=-462/149, 5-9=-64/401 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web 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)Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 382 lb uplift at joint 12 and 344 lb uplift at joint 8. 10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 808 lb down and 113 lb up at 1-7-4, 808 lb down and 113 lb up at 3-7-4,808 lb down and 113 lb up at 5-7-4, and 808 lb down and 113 lb up at 7-7-4, and 808 lb down and 113 lb up at 9-7-4 on bottom chord. The design/selection of suchconnection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-51, 2-4=-51, 4-6=-51, 6-7=-51, 8-12=-20 Concentrated Loads (lb) Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 G03 1 22107035-12T Common Girder Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:By20VZvgJUer?sjrDQQu9lySXD4-oU5I5rF1SqHySRuNyJGjnCXCt2eT0z1srUlzPsyf448 Continued on page 2 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. Vert: 15=-737 (B), 16=-737 (B), 17=-737 (B), 18=-737 (B), 19=-737 (B) Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 G03 1 22107035-12T Common Girder Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 2 ID:By20VZvgJUer?sjrDQQu9lySXD4-oU5I5rF1SqHySRuNyJGjnCXCt2eT0z1srUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x4 =3x4 =4x4 =3x4 =3x4 25 24 23 22 21 20 19 18 17 16 15 14 1 13 122 113 26 27 104 95 6 8 7 W1 T1 T1 W1 B1 B2 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 0-10-12 18-10-12 0-10-12 -0-10-12 9-0-0 9-0-0 9-0-0 18-0-0 18-0-01-7-117-7-11Scale = 1:39 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.11 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.29 Horz(CT)0.00 14 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 93 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 18-0-0. (lb) -Max Horiz 25=-226 (LC 14) Max Uplift All uplift 100 (lb) or less at joint(s) 16, 17, 18, 20, 21, 23 except 14=-201 (LC 13), 15=-195 (LC 12), 24=-214 (LC 13), 25=-226 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 14, 16, 17, 18, 19, 20, 21, 23 except 15=269 (LC 15), 24=290 (LC 14), 25=253 (LC 15) 7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-144/313, 7-8=-144/313 WEBS 7-19=-266/64 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-10-12 to 2-1-4, Exterior(2N) 2-1-4 to 9-0-0, Corner(3R) 9-0-0 to 12-0-0, Exterior(2N) 12-0-0 to 18-10-12 zone; cantilever left and right exposed ; end vertical leftand 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design.6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 23, 18, 17, 16 except (jt=lb) 25=225, 14=200, 24=214, 15=194. 13)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 GE01 1 12107035-12T Common Supported Gable Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:3reQNbbh47UlR5O0S5nZCBySXZQ-OvQASpD99vvNb_9oHAj09ZviPrgGpgxQ9XXIoXyf44B DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x4 =3x4 =4x4 =3x4 =3x4 24 23 22 21 20 19 18 17 16 15 14 13 1 122 113 25 104 5 9 6 8 7 W1 T1 T2 W1 B1 B2 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 0-10-12 -0-10-12 9-0-0 9-0-0 9-0-0 18-0-0 18-0-01-7-117-7-11Scale = 1:39 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.11 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.28 Horz(CT)0.00 13 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 92 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 18-0-0. (lb) -Max Horiz 24=220 (LC 13) Max Uplift All uplift 100 (lb) or less at joint(s) 15, 16, 17, 19, 20, 22 except 13=-199 (LC 15), 14=-183 (LC 12), 23=-228 (LC 13), 24=-223 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 13, 15, 16, 17, 18, 19, 20, 22 except 14=275 (LC 15), 23=287 (LC 14), 24=262 (LC 31) 8 8FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-144/302, 7-8=-144/302 WEBS 7-18=-254/63 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-10-12 to 2-1-4, Exterior(2N) 2-1-4 to 9-0-0, Corner(3R) 9-0-0 to 12-0-0, Exterior(2N) 12-0-0 to 17-10-4 zone; cantilever left and right exposed ; end vertical leftand 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design.6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 20, 22, 17, 16, 15 except (jt=lb) 24=223, 13=198, 23=227, 14=182. 13)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 GE02 1 12107035-12T Common Supported Gable Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:QpSJQJfqvf61YtHzFfMkvEySXZL-KHYwtVEPhX95qHJBPblUE__2yfMnHZejcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x6 =3x4 =4x4 =3x6 27 26 25 24 23 22 21 20 19 18 17 16 151 142133 2928124 115 106 97 8 W1 T1 T1 W1 B1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 0-10-12 21-10-12 0-10-12 -0-10-12 10-6-0 10-6-0 10-6-0 21-0-0 21-0-01-7-118-7-11Scale = 1:43.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.00 16 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 114 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* ST6:2x4 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 8-21 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-0-0. (lb) -Max Horiz 27=-253 (LC 14) Max Uplift All uplift 100 (lb) or less at joint(s) 16, 18, 19, 20, 22, 23, 25 except 17=-143 (LC 17), 26=-147 (LC 16), 27=-118 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 16, 18, 19, 20, 21, 22, 23, 25, 27 except 17=266 (LC 31), 26=276 (LC 30) 9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-252/216, 6-7=-153/282, 7-8=-187/342, 8-9=-187/342, 9-10=-154/282 WEBS 8-21=-303/109, 3-27=-342/301, 13-16=-304/263 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-10-12 to 2-1-4, Exterior(2N) 2-1-4 to 10-6-0, Corner(3R) 10-6-0 to 13-6-0, Exterior(2N) 13-6-0 to 21-10-12 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 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated.8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 22, 23, 25, 20, 19, 18 except (jt=lb) 27=117, 26=147, 17=142. 13)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 GE03 1 12107035-12T Common Supported Gable Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:FypahMjbUVsBGok7bvT88VySXZF-oU5I5rF1SqHySRuNyJGjnCXD32iO02LsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x5 =3x4 =4x4 =3x5 26 25 24 23 22 21 20 19 18 17 16 15 14 1 13212 28311 27 4 10 5 9 86 7 W1 T1 T2 W1 B1 B2 ST6 ST5 ST4 ST3 ST2 ST1 ST5 ST4 ST3 ST2 ST1 0-10-12 21-10-12 10-6-0 10-6-0 10-6-0 21-0-0 21-0-01-7-118-7-11Scale = 1:43.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.00 15 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 113 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* ST6:2x4 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 7-20 MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-0-0. (lb) -Max Horiz 26=-246 (LC 14) Max Uplift All uplift 100 (lb) or less at joint(s) 15, 17, 18, 19, 21, 22, 24 except 16=-146 (LC 17), 25=-142 (LC 16), 26=-120 (LC 12) Max Grav All reactions 250 (lb) or less at joint(s) 15, 17, 18, 19, 20, 21, 22, 24, 26 except 16=258 (LC 31), 25=288 (LC 30) 10 10FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-159/275, 6-7=-192/335, 7-8=-192/335, 8-9=-159/275 WEBS 7-20=-295/114, 2-26=-327/301, 12-15=-310/252 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-1-12 to 3-1-12, Exterior(2N) 3-1-12 to 10-6-0, Corner(3R) 10-6-0 to 13-6-0, Exterior(2N) 13-6-0 to 21-10-12 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 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated.8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 21, 22, 24, 19, 18, 17 except (jt=lb) 26=120, 25=142, 16=145. 13)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 GE04 1 12107035-12T Common Supported Gable Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:uLYptRLPC7AYBytR3QjL6fyMw4C-oU5I5rF1SqHySRuNyJGjnCXDF2iM02LsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =2x4 =4x4 =2x4 16 15 14 13 12 11 10 1 9 2 8 3 7 4 6 5 W1 T1T1 W1 B1 ST3 ST2 ST1 ST2 ST1 0-10-12 -0-10-12 0-10-12 12-10-12 6-0-0 12-0-0 6-0-0 6-0-0 12-0-01-7-115-7-11Scale = 1:30.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.08 Vert(CT)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(CT)0.00 10 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR BCDL 10.0 Weight: 56 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 12-0-0. (lb) -Max Horiz 16=174 (LC 15) Max Uplift All uplift 100 (lb) or less at joint(s) 10, 12, 14, 16 except 11=-102 (LC 17), 15=-103 (LC 16) Max Grav All reactions 250 (lb) or less at joint(s) 10, 11, 12, 13, 14, 15, 16 11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-118/266, 4-5=-118/266 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -0-10-12 to 2-0-0, Exterior(2N) 2-0-0 to 6-0-0, Corner(3R) 6-0-0 to 9-0-0, Exterior(2N) 9-0-0 to 12-10-12 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 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 16, 12, 14 except (jt=lb) 11=101, 15=102. 13)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 GE05 1 12107035-12T Common Supported Gable Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:0VIcM5qccyt2D0Lg3bc0TBySXZ7-oU5I5rF1SqHySRuNyJGjnCXDl2iT03OsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 412 =3x4 =6x8 =4x4 =3x4 =2x4 =4x6 =5x6 =4x4 =6x8 =3x4 42 43 44 15 14 41 13 12 45 11 10 91 8237 3738 363946 3540 5 T1T1 W1W1 B2B1 W11W2W10W3 W9W4W8 W7W6 W5 ST6 ST4 ST5 ST3 ST2 ST1 ST7 ST8 ST9 ST10 ST11 0-3-11 0-4-12 0-10-12 -0-10-12 0-10-12 21-10-12 0-8-15 0-8-15 0-10-0 21-0-0 4-6-13 20-2-0 4-6-14 5-3-14 5-1-3 15-7-3 5-2-2 10-6-0 0-0-15 0-8-15 0-2-0 20-4-0 0-8-0 21-0-0 0-8-0 0-8-0 6-1-2 20-2-0 6-1-11 6-10-10 7-2-4 14-0-141-3-134-9-13Scale = 1:39.2 Plate Offsets (X, Y):[5:0-2-0,0-0-8], [12:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL)0.18 12-13 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(CT)-0.14 12-13 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(CT)-0.03 14 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 112 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS (lb/size)11=789/0-4-0, (min. 0-1-8), 14=783/0-4-0, (min. 0-1-8) Max Horiz 11=-31 (LC 17) Max Uplift 11=-386 (LC 13), 14=-383 (LC 12) Max Grav 11=895 (LC 2), 14=887 (LC 2) 12 12FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-35=-999/1237, 6-35=-1051/1226, 4-40=-1062/1236, 5-40=-1009/1248 BOT CHORD 14-41=-995/981, 13-41=-995/981, 13-42=-817/820, 42-43=-817/820, 43-44=-817/820, 12-44=-817/820, 12-45=-1021/967,11-45=-1021/967 WEBS 7-11=-264/160, 3-14=-271/164, 6-11=-1075/1045, 4-14=-1078/1046, 5-12=-405/266, 5-13=-414/276 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 21-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 11 and 383 lb uplift at joint 14. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 GE06 1 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:2eJj9XkDXCZDTfXlUwvm3JySXU4-oU5I5rF1SqHySRuNyJGjnCXA32dV0xJsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x6 =4x4 =4x4 =5x8 =4x4 =3x6 =3x4 10 9 8 1 7 62 11 16 53 1512 1413 4 T1 T1 W1 W1 B1 B1 W4 W3W3W2 W2 0-10-12 18-10-12 0-10-12 -0-10-12 4-7-6 9-0-0 4-7-6 13-7-6 4-4-10 18-0-0 4-4-10 4-4-10 9-0-0 9-0-0 9-0-0 18-0-01-7-117-7-11Scale = 1:38.8 Plate Offsets (X, Y):[9:0-4-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL)-0.12 8-9 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.65 Vert(CT)-0.25 9-10 >848 180 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(CT)0.02 8 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 85 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)8=680/0-6-0, (min. 0-1-8), 10=680/0-6-0, (min. 0-1-8) Max Horiz 10=226 (LC 15) Max Uplift 8=-110 (LC 17), 10=-110 (LC 16) Max Grav 8=771 (LC 2), 10=771 (LC 2) 13 13FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-12=-630/129, 12-13=-573/137, 4-13=-547/157, 4-14=-547/157, 14-15=-573/137, 5-15=-630/129 BOT CHORD 9-10=-113/604, 8-9=-60/534 WEBS 4-9=-53/399, 3-10=-656/96, 5-8=-656/96 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior (1) 12-0-0 to 18-10-12 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 10 and 110 lb uplift at joint 8. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T01 1 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:JfoXXwX_xnBpBxnpTmfcqQySXYD-KHYwtVEPhX95qHJBPblUE__0ufDPHWajcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =1.5x4 =3x5 =3x8 =MT18HS 6x12 =4x10 =4x6 =3x8 =4x10 =MT18HS 6x12 =3x8 =3x5 =1.5x4 14 13 9 8 71 12 11 10 2 6 201553 16 19 17 18 4 T1 T1 W1 W1 B1 B1 B2 B3 B2 W5 W4W4 W2 W2 W3 W3 0-10-12 18-10-12 0-10-12 -0-10-12 2-6-15 18-0-0 2-6-15 2-6-15 6-5-1 9-0-0 6-5-1 15-5-1 2-6-0 2-6-0 2-6-0 18-0-0 6-6-0 9-0-0 6-6-0 15-6-01-7-111-0-07-7-11Scale = 1:40.7 Plate Offsets (X, Y):[3:0-2-4,0-2-0], [5:0-2-4,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.05 10-11 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.72 Vert(CT)-0.12 10-11 >999 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT)0.11 8 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 88 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 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 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)8=680/0-6-0, (min. 0-1-8), 14=680/0-6-0, (min. 0-1-8) Max Horiz 14=-226 (LC 14) Max Uplift 8=-110 (LC 17), 14=-110 (LC 16) Max Grav 8=771 (LC 2), 14=771 (LC 2) 14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-638/112, 3-15=-573/114, 3-16=-749/110, 16-17=-633/121, 4-17=-631/141, 4-18=-631/152, 18-19=-633/132,5-19=-749/123, 5-20=-573/110, 6-20=-638/107, 2-14=-791/138, 6-8=-791/146 BOT CHORD 11-12=-238/981, 10-11=-137/833 WEBS 4-11=-9/423, 5-11=-389/248, 3-11=-444/270, 2-13=-60/576, 6-9=-58/576 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior (1) 12-0-0 to 18-10-12 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint 14 and 110 lb uplift at joint 8. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T02 2 12107035-12T Roof Special Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:asaB7055CJNM7kvuxTMeWjySXN9-KHYwtVEPhX95qHJBPblUE__zVfCAHXijcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =1.5x4 =3x5 =3x8 =6x8 =4x10 =4x6 =3x8 =4x10 =6x8 =3x8 =3x5 =1.5x4 13 12 8 7 1 11 10 9 2 6 14 53 19 15 18 16 17 4 T1 T2 W1 W1 B1 B1 B2 B3 B2 W5 W4W4 W2 W2 W3 W3 1-0-80-10-12 -0-10-12 2-6-15 18-0-0 2-6-15 2-6-15 6-5-1 9-0-0 6-5-1 15-5-1 2-6-0 2-6-0 2-6-0 18-0-0 6-6-0 9-0-0 6-6-0 15-6-01-7-111-0-81-0-07-7-11Scale = 1:38.6 Plate Offsets (X, Y):[3:0-2-4,0-2-0], [5:0-2-4,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.05 9-10 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.74 Vert(CT)-0.12 9-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT)0.11 7 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 86 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 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 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)7=625/ Mechanical, (min. 0-1-8), 13=681/0-6-0, (min. 0-1-8) Max Horiz 13=-201 (LC 14) Max Uplift 7=-86 (LC 17), 13=-108 (LC 16) Max Grav 7=706 (LC 2), 13=773 (LC 2) 15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-640/113, 3-14=-575/115, 3-15=-752/111, 15-16=-636/126, 4-16=-634/146, 4-17=-634/155, 17-18=-636/134,18-19=-731/128, 5-19=-752/111, 5-6=-646/102, 2-13=-793/142, 6-7=-728/104 BOT CHORD 10-11=-295/955, 9-10=-144/848, 8-9=-250/49 WEBS 4-10=-13/424, 5-10=-402/250, 3-10=-437/284, 2-12=-60/578, 6-8=-73/584 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior (1) 12-0-0 to 17-10-4 zone; cantilever left exposed ; end vertical left exposed;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 13 and 86 lb uplift at joint 7. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T03 3 12107035-12T Roof Special Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:tDVqbPAUZTGNTpxErR_HICySXN2-KHYwtVEPhX95qHJBPblUE__zVfCtHXojcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x6 =4x4 =4x4 =5x8 =4x4 =3x6 =3x4 9 8 7 1 2 6 10 15 53 1411 1312 4 T1 T2 W1 W1 B1 B1 W4 W3W3W2 W2 0-10-12 -0-10-12 4-7-6 13-7-6 4-7-6 9-0-0 4-4-10 4-4-10 4-4-10 18-0-0 9-0-0 9-0-0 9-0-0 18-0-01-7-111-0-87-7-11Scale = 1:38.8 Plate Offsets (X, Y):[8:0-4-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL)-0.12 7-8 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.65 Vert(CT)-0.25 7-8 >848 180 TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(CT)0.02 7 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 84 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)7=625/ Mechanical, (min. 0-1-8), 9=681/0-6-0, (min. 0-1-8) Max Horiz 9=220 (LC 13) Max Uplift 7=-87 (LC 17), 9=-109 (LC 16) Max Grav 7=706 (LC 2), 9=773 (LC 2) 16 16FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-633/128, 11-12=-575/136, 4-12=-549/156, 4-13=-549/156, 13-14=-576/136, 5-14=-634/128 BOT CHORD 8-9=-125/597, 7-8=-95/542 WEBS 4-8=-52/401, 3-9=-658/95, 5-7=-668/129 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior (1) 12-0-0 to 17-10-4 zone; cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 9 and 87 lb uplift at joint 7. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T04 6 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:8p9oozblXdxzvsEzp1m03hySXY7-KHYwtVEPhX95qHJBPblUE__0ufDOHWRjcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x8 =4x4 =4x4 =6x8 =4x4 =3x8 =3x4 10 9 8 7162 3 5 11 14 12 13 4 T1 T1 W1 W1 B1 B1 W3 W4 W3W2 W5 0-2-12 18-8-12 0-2-12 -0-2-12 4-2-14 4-2-14 4-2-15 18-6-0 5-0-1 14-3-1 5-0-2 9-3-0 9-3-0 9-3-0 9-3-0 18-6-01-2-67-4-6Scale = 1:37.8 Plate Offsets (X, Y):[9:0-4-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL)-0.14 9-10 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.69 Vert(CT)-0.28 9-10 >791 180 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(CT)0.02 8 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 82 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)8=664/0-6-0, (min. 0-1-8), 10=664/0-6-0, (min. 0-1-8) Max Horiz 10=-200 (LC 14) Max Uplift 8=-99 (LC 17), 10=-86 (LC 16) Max Grav 8=751 (LC 2), 10=751 (LC 2) 17 17FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-697/124, 11-12=-626/134, 4-12=-607/154, 4-13=-607/154, 13-14=-626/134, 5-14=-697/123 BOT CHORD 9-10=-150/687, 8-9=-88/631 WEBS 4-9=-39/442, 3-10=-676/129, 5-8=-675/128 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-2-12 to 2-9-4, Interior (1) 2-9-4 to 9-3-0, Exterior(2R) 9-3-0 to 12-3-0, Interior (1) 12-3-0 to 18-8-12 zone; cantilever left and right exposed ; end vertical left andright exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 10 and 99 lb uplift at joint 8. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T05 7 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:0aPJeLeGbrRPNTYk2tqyEXySXY3-KHYwtVEPhX95qHJBPblUE__0CfDlHXRjcq0PsQyf449 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x8 =4x4 =4x4 =5x10 =4x4 =3x8 =3x4 10 9 8 71 62 53 11 14 12 13 4 T1 T1 W1 W1 B1 B1 W2 W2 W4 W3 W3 0-10-12 21-10-12 0-10-12 -0-10-12 4-10-8 4-10-8 4-10-8 21-0-0 5-7-8 10-6-0 5-7-8 16-1-8 10-6-0 10-6-0 10-6-0 21-0-01-7-118-7-11Scale = 1:43.8 Plate Offsets (X, Y):[9:0-5-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.23 9-10 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.89 Vert(CT)-0.46 9-10 >541 180 TCDL 10.0 Rep Stress Incr YES WB 0.68 Horz(CT)0.02 8 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 97 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* W4:2x4 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)8=786/0-6-0, (min. 0-1-8), 10=786/0-6-0, (min. 0-1-8) Max Horiz 10=-253 (LC 14) Max Uplift 8=-125 (LC 17), 10=-125 (LC 16) Max Grav 8=891 (LC 2), 10=891 (LC 2) 18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-11=-762/143, 11-12=-671/157, 4-12=-661/177, 4-13=-661/177, 13-14=-671/157, 5-14=-762/143, 2-10=-268/109,6-8=-268/109 BOT CHORD 9-10=-149/738, 8-9=-76/661 WEBS 3-10=-789/127, 5-8=-789/127, 4-9=-50/481 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 21-10-12 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 10 and 125 lb uplift at joint 8. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T06 3 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:NYCCh2iOPO4hUEQirQQ7xaySXY_-oU5I5rF1SqHySRuNyJGjnCX8U2Wn0wYsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =3x8 =4x4 =4x4 =5x10 =4x4 =3x8 =3x4 9 8 7 6 51 42 1310 1211 3 T1 T2 W1 W1 B1 B1 W2 W2 W4 W3 W3 0-10-12 21-10-12 4-10-8 4-10-8 4-10-8 21-0-0 5-7-8 10-6-0 5-7-8 16-1-8 10-6-0 10-6-0 10-6-0 21-0-01-7-111-7-118-7-11Scale = 1:43.8 Plate Offsets (X, Y):[8:0-5-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.23 8-9 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.89 Vert(CT)-0.46 8-9 >540 180 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT)0.02 7 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 96 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* W4:2x4 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)7=787/0-6-0, (min. 0-1-8), 9=732/ Mechanical, (min. 0-1-8) Max Horiz 9=-246 (LC 12) Max Uplift 7=-125 (LC 17), 9=-102 (LC 16) Max Grav 7=892 (LC 2), 9=827 (LC 2) 19 19FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-765/142, 10-11=-674/156, 3-11=-663/176, 3-12=-663/176, 12-13=-673/156, 4-13=-764/142, 5-7=-268/109 BOT CHORD 8-9=-148/744, 7-8=-76/663 WEBS 2-9=-804/160, 4-7=-791/126, 3-8=-49/483 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 21-10-12 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 9 and 125 lb uplift at joint 7. 9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T07 2 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:HqIGv_QXQWQmzp7xWAyuY1ySXUT-oU5I5rF1SqHySRuNyJGjnCX8T2Wm0wKsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =2x4 =3x8 =4x4 =4x4 =5x10 =4x4 =3x8 =2x4 8 7 6 51 2 4 129 1110 3 T1 T1 W1 W1 B1 B1 W2 W5 W4 W3 W3 4-10-7 4-10-7 4-10-8 21-0-0 5-7-8 16-1-8 5-7-9 10-6-0 10-6-0 10-6-0 10-6-0 21-0-01-7-111-7-118-7-11Scale = 1:43.2 Plate Offsets (X, Y):[7:0-5-0,0-3-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.23 7-8 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.89 Vert(CT)-0.46 7-8 >540 180 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT)0.02 6 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 95 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* W4:2x4 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=733/0-6-0, (min. 0-1-8), 8=733/ Mechanical, (min. 0-1-8) Max Horiz 8=-234 (LC 12) Max Uplift 6=-101 (LC 17), 8=-101 (LC 16) Max Grav 6=828 (LC 2), 8=828 (LC 2) 20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-767/141, 9-10=-676/155, 3-10=-665/175, 3-11=-665/175, 11-12=-676/155, 4-12=-767/141 BOT CHORD 7-8=-159/737, 6-7=-110/671 WEBS 2-8=-807/160, 4-6=-806/159, 3-7=-49/484 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 20-10-4 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 8 and 101 lb uplift at joint 6. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T08 7 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:AbYnlMU1UlwCSRRil01qjtySXUP-oU5I5rF1SqHySRuNyJGjnCX8c2Wm0wIsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 412 =1.5x4 =3x4 =6x8 =1.5x4 =4x4 =3x4 =4x6 =5x6 =4x4 =6x8 =1.5x4 =3x4 =1.5x4 23 24 25 15 14 22 13 12 26 11 10 918237 1819 172046 1621 5 T1T1 W1W1 B2B1 W11W2W10W3 W9W4W8 W7W6 W5 0-3-11 0-4-12 0-10-12 21-10-12 0-10-12 -0-10-12 0-8-15 0-8-15 0-10-0 21-0-0 4-6-13 20-2-0 4-6-14 5-3-14 5-1-3 15-7-3 5-2-2 10-6-0 0-0-15 0-8-15 0-2-0 20-4-0 0-8-0 21-0-0 0-8-0 0-8-0 6-1-2 20-2-0 6-1-11 6-10-10 7-2-4 14-0-141-3-134-9-13Scale = 1:39.2 Plate Offsets (X, Y):[12:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL)0.18 12-13 >999 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(CT)-0.14 12-13 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(CT)-0.03 14 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 89 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)11=789/0-4-0, (min. 0-1-8), 14=783/0-4-0, (min. 0-1-8) Max Horiz 11=-31 (LC 17) Max Uplift 11=-386 (LC 13), 14=-383 (LC 12) Max Grav 11=895 (LC 2), 14=887 (LC 2) 21 21FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-16=-999/1237, 6-16=-1051/1226, 4-21=-1062/1236, 5-21=-1009/1248 BOT CHORD 14-22=-995/981, 13-22=-995/981, 13-23=-817/820, 23-24=-817/820, 24-25=-817/820, 12-25=-817/820, 12-26=-1021/967, 11-26=-1021/967 WEBS 7-11=-264/160, 3-14=-271/164, 6-11=-1075/1045, 4-14=-1078/1046, 5-12=-405/266, 5-13=-414/276 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 10-6-0, Exterior(2R) 10-6-0 to 13-6-0, Interior (1) 13-6-0 to 21-10-12 zone; cantilever left and right exposed ; end vertical leftand right exposed; porch 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 11 and 383 lb uplift at joint 14. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T09 1 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:2eJj9XkDXCZDTfXlUwvm3JySXU4-oU5I5rF1SqHySRuNyJGjnCXA32dV0xJsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 412 =3x4 =5x6 =4x6 =3x8 =4x4 =3x4 =5x6 =3x4 =3x4 =3x4 =1.5x4 14 13 1211 19 10 9 81726 1617 153 518 4 T1T1 W1W1 B2B1 W2 W9W8 W4 W5 W6 W7 W3 0-4-12 0-10-12 -0-10-12 0-10-12 21-10-12 0-10-0 21-0-0 3-3-0 13-9-0 4-10-4 4-10-4 5-7-12 10-6-0 6-5-0 20-2-0 0-2-0 20-4-0 0-8-0 21-0-0 3-4-12 13-9-0 6-5-0 20-2-0 10-4-4 10-4-41-3-134-9-13Scale = 1:39.2 Plate Offsets (X, Y):[11:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.27 13-14 >600 240 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.73 Vert(CT)-0.55 13-14 >298 180 TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(CT)-0.01 14 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 89 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF 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 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)10=284/0-4-0, (min. 0-1-8), 12=779/0-6-0, (min. 0-1-8),14=509/0-6-0, (min. 0-1-8) Max Horiz 10=-31 (LC 17) Max Uplift 10=-172 (LC 13), 12=-195 (LC 13), 14=-138 (LC 12) Max Grav 10=358 (LC 37), 12=883 (LC 2), 14=577 (LC 2) 22 22FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-336/118, 3-18=-371/83, 4-18=-298/94, 7-9=-225/262 BOT CHORD 13-14=-147/610 WEBS 3-14=-565/199, 7-10=-338/296, 6-10=-414/243, 5-13=-52/542, 5-12=-785/159, 3-13=-362/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 10-6-0, Exterior(2R) 10-6-0 to 13-9-0, Interior (1) 13-9-0 to 21-10-12 zone; cantilever left and right exposed ; end vertical leftand right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 14, 172 lb uplift at joint 10 and 195 lb uplift at joint 12. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 T10 2 12107035-12T Common Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:JchEsNJpNeP?XOKhT9EiCDySXQl-oU5I5rF1SqHySRuNyJGjnCX7Q2YO0?psrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 8 12 =2x4 =3x4 =2x4 1 3 2 T1 T1 B1 0-5-3 2-11-11 1-0-10 2-6-8 1-5-13 1-5-13 2-11-111-0-20-0-40-8-7Scale = 1:19.1 Plate Offsets (X, Y):[2:0-2-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.06 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 6 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)1=107/3-0-7, (min. 0-1-8), 3=107/3-0-7, (min. 0-1-8) Max Horiz 1=22 (LC 13) Max Uplift 1=-17 (LC 16), 3=-17 (LC 17) Max Grav 1=121 (LC 2), 3=121 (LC 2) 23 23FORCES (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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 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 consultqualified building designer as per ANSI/TPI 1. 4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 17 lb uplift at joint 3. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V01 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:O?1TTZhOGZoDFN6zqLBI2MySXIW-oU5I5rF1SqHySRuNyJGjnCXF?2jl04DsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 8 12 =3x4 =4x4 =1.5x4 =3x4 1 3 4 109 2 T1 T1 B1 ST1 0-5-3 6-11-11 3-0-10 6-6-8 3-5-13 3-5-13 6-11-112-4-20-0-42-0-7Scale = 1:20.9 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.16 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 4 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-11-11 oc purlins. 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)1=41/7-0-7, (min. 0-1-8), 3=41/7-0-7, (min. 0-1-8), 4=417/7-0-7, (min. 0-1-8) Max Horiz 1=-57 (LC 12) Max Uplift 1=-2 (LC 16), 3=-12 (LC 17), 4=-71 (LC 16) Max Grav 1=86 (LC 22), 3=86 (LC 23), 4=471 (LC 2) 24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-328/262 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 3-6-3, Corner(3R) 3-6-3 to 6-6-3, Exterior(2N) 6-6-3 to 7-0-7 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 1, 12 lb uplift at joint 3 and 71 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3.11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V02 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:O?1TTZhOGZoDFN6zqLBI2MySXIW-oU5I5rF1SqHySRuNyJGjnCXDN2hC03ysrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x5 =4x4 =1.5x4 =3x5 1 3 4 9 12 1110 2 T1 T1 B1 ST1 0-5-3 10-11-11 5-0-10 10-6-8 5-5-13 5-5-13 10-11-113-8-20-0-43-4-7Scale = 1:25.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.38 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.21 Horiz(TL)0.00 4 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 30 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. 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)1=-11/11-0-7, (min. 0-1-8), 3=-11/11-0-7, (min. 0-1-8), 4=803/11-0-7, (min. 0-1-8) Max Horiz 1=91 (LC 13) Max Uplift 1=-77 (LC 23), 3=-77 (LC 22), 4=-167 (LC 16) Max Grav 1=47 (LC 35), 3=54 (LC 16), 4=909 (LC 2) 25 25FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-292/355, 9-10=-279/399, 2-10=-276/468, 2-11=-271/468, 11-12=-275/399, 3-12=-288/355 BOT CHORD 1-4=-372/363, 3-4=-372/363 WEBS 2-4=-707/478 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 5-6-3, Corner(3R) 5-6-3 to 8-6-3, Exterior(2N) 8-6-3 to 11-0-7 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 1, 77 lb uplift at joint 3 and 167 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3.11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V03 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:O?1TTZhOGZoDFN6zqLBI2MySXIW-oU5I5rF1SqHySRuNyJGjnCX8H2ep01usrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =1.5x4 =1.5x4 =4x4 =1.5x4 =1.5x4 =1.5x4 =3x4 1 5 8 7 6 1413 42 3 T1 T1 B1 ST2 ST1 ST1 0-5-3 14-11-11 7-0-10 14-6-8 7-5-13 7-5-13 14-11-115-0-20-0-44-8-7Scale = 1:30.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horiz(TL)0.00 5 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 45 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 All bearings 15-0-7. (lb) -Max Horiz 1=126 (LC 15) Max Uplift All uplift 100 (lb) or less at joint(s) 1 except 6=-150 (LC 17), 8=-152 (LC 16) Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=392 (LC23), 7=323 (LC 2), 8=392 (LC 22) 26 26FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-306/245, 4-6=-306/245 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 7-6-3, Corner(3R) 7-6-3 to 10-6-3, Exterior(2N) 10-6-3 to 15-0-7 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=151, 6=149. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V04 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:sBbrgvi01tw4tXh9O2iXbZySXIV-oU5I5rF1SqHySRuNyJGjnCXCY2iK03MsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =1.5x4 =1.5x4 =4x4 =1.5x4 =1.5x4 =1.5x4 =3x4 1 5 8 7 6 1413 2 4 3 T1 T1 B1 ST2 ST1 ST1 0-5-3 15-4-11 7-3-2 14-11-8 7-8-5 7-8-5 15-4-115-1-130-0-44-10-2Scale = 1:30.6 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.00 5 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH BCDL 10.0 Weight: 47 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. 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 All bearings 15-5-7. (lb) -Max Horiz 1=-130 (LC 12) Max Uplift All uplift 100 (lb) or less at joint(s) 1 except 6=-154 (LC 17), 8=-156 (LC 16) Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=400 (LC23), 7=335 (LC 2), 8=400 (LC 22) 27 27FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-264/34, 2-8=-309/245, 4-6=-309/245 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 7-8-11, Corner(3R) 7-8-11 to 10-8-11, Exterior(2N) 10-8-11 to 15-5-7 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=155, 6=153. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 5. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V05 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:sBbrgvi01tw4tXh9O2iXbZySXIV-oU5I5rF1SqHySRuNyJGjnCXCL2iG028srUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x5 =4x4 =1.5x4 =3x5 1 3 4 9 12 1110 2 T1 T1 B1 ST1 0-5-3 11-4-11 5-3-2 10-11-8 5-8-5 5-8-5 11-4-113-9-130-0-43-6-2Scale = 1:26.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horiz(TL)0.01 4 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 31 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 9-9-4 oc purlins. 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)1=-19/11-5-7, (min. 0-1-8), 3=-19/11-5-7, (min. 0-1-8), 4=849/11-5-7, (min. 0-1-8) Max Horiz 1=-95 (LC 12) Max Uplift 1=-86 (LC 23), 3=-86 (LC 22), 4=-179 (LC 16) Max Grav 1=44 (LC 17), 3=59 (LC 16), 4=961 (LC 2) 28 28FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-311/384, 9-10=-297/428, 2-10=-293/503, 2-11=-288/503, 11-12=-293/428, 3-12=-307/384 BOT CHORD 1-4=-396/380, 3-4=-396/380 WEBS 2-4=-753/501 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 5-8-11, Corner(3R) 5-8-11 to 8-8-11, Exterior(2N) 8-8-11 to 11-5-7 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 1, 86 lb uplift at joint 3 and 179 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3.11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V06 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:KO8DuFjeoA2xVhGLymDm8nySXIU-oU5I5rF1SqHySRuNyJGjnCX7f2dV01WsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 812 =3x4 =4x4 =1.5x4 =3x4 1 3 4 109 2 T1 T1 B1 ST1 0-5-3 7-4-11 3-3-2 6-11-8 3-8-5 3-8-5 7-4-112-5-130-0-42-2-2Scale = 1:21.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.18 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horiz(TL)0.00 4 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 19 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 7-4-11 oc purlins. 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)1=38/7-5-7, (min. 0-1-8), 3=38/7-5-7, (min. 0-1-8), 4=452/7-5-7, (min. 0-1-8) Max Horiz 1=-60 (LC 12) Max Uplift 1=-7 (LC 23), 3=-12 (LC 12), 4=-79 (LC 16) Max Grav 1=86 (LC 22), 3=86 (LC 23), 4=511 (LC 2) 29 29FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-361/284 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 0-0-0 to 3-0-0, Exterior(2N) 3-0-0 to 3-8-11, Corner(3R) 3-8-11 to 6-5-14, Exterior(2N) 6-5-14 to 7-5-7 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1, 12 lb uplift at joint 3 and 79 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3.11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V07 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:KO8DuFjeoA2xVhGLymDm8nySXIU-oU5I5rF1SqHySRuNyJGjnCXDz2ht03ssrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 8 12 =2x4 =3x4 =2x4 1 3 2 T1 T1 B1 0-5-3 3-4-11 1-3-2 2-11-8 1-8-5 1-8-5 3-4-111-1-130-0-40-10-2Scale = 1:18 Plate Offsets (X, Y):[2:0-2-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.07 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)1=122/3-5-7, (min. 0-1-8), 3=122/3-5-7, (min. 0-1-8) Max Horiz 1=-25 (LC 12) Max Uplift 1=-19 (LC 16), 3=-19 (LC 17) Max Grav 1=138 (LC 22), 3=138 (LC 23) 30 30FORCES (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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) 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 consultqualified building designer as per ANSI/TPI 1. 4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 4-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 1 and 19 lb uplift at joint 3. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3. 11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V08 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:KO8DuFjeoA2xVhGLymDm8nySXIU-oU5I5rF1SqHySRuNyJGjnCXEh2ia04DsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 8 12 =2x4 =3x4 =2x4 1 3 2 T1 T1 B1 0-5-3 3-9-11 1-5-10 3-4-8 1-10-13 1-10-13 3-9-111-3-80-0-40-11-12Scale = 1:18.5 Plate Offsets (X, Y):[2:0-2-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.08 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 3 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide. REACTIONS (lb/size)1=135/3-9-11, (min. 0-1-8), 3=135/3-9-11, (min. 0-1-8) Max Horiz 1=-29 (LC 14) Max Uplift 1=-21 (LC 16), 3=-21 (LC 17) Max Grav 1=154 (LC 22), 3=154 (LC 23) 31 31FORCES (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 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing.6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 21 lb uplift at joint 3. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V09 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:KO8DuFjeoA2xVhGLymDm8nySXIU-oU5I5rF1SqHySRuNyJGjnCXES2iS04DsrUlzPsyf448 DE Job # 86641-W1 Dansco Engineering, LLC Date: 9/10/2021 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. 8 12 =3x4 =4x4 =1.5x4 =3x4 1 3 4 9 10 2 T1 T1 B1 ST1 0-5-3 7-9-11 3-5-10 7-4-8 3-10-13 3-10-13 7-9-112-7-80-0-42-3-12Scale = 1:21.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL)n/a -n/a 999 MT20 197/144 Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.20 Vert(TL)n/a -n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horiz(TL)0.00 4 n/a n/a BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP BCDL 10.0 Weight: 21 lb FT = 20% LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 7-9-11 oc purlins. 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)1=37/7-9-11, (min. 0-1-8), 3=37/7-9-11, (min. 0-1-8), 4=479/7-9-11, (min. 0-1-8) Max Horiz 1=-64 (LC 12) Max Uplift 1=-10 (LC 23), 3=-13 (LC 12), 4=-86 (LC 16) Max Grav 1=79 (LC 22), 3=79 (LC 23), 4=541 (LC 2) 32 32FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-386/214 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) 0-0-6 to 3-0-6, Interior (1) 3-0-6 to 3-11-3, Exterior(2R) 3-11-3 to 6-10-14, Interior (1) 6-10-14 to 7-10-1 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 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design.5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 1, 13 lb uplift at joint 3 and 86 lb uplift at joint 4. 8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply DWH - Gramercy-3 Lot 87 V10 1 12107035-12T Valley Job Reference (optional) Run: 8.42 S Dec 30 2020 Print: 8.420 S Dec 30 2020 MiTek Industries, Inc. Fri Sep 10 10:34:29 Page: 1 ID:KO8DuFjeoA2xVhGLymDm8nySXIU-oU5I5rF1SqHySRuNyJGjnCXCZ2gZ03msrUlzPsyf448