HomeMy WebLinkAbout42230037 - GR2 133 - 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.
07/12/2022
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
Job: 2208405-12T
23 truss design(s)
94577-W1
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4 =3x4 =6x6
=4x4 =2x4 =3x4
=6x8
=5x10
=1.5x4
=3x4
=4x6
=3x4 =6x6
15
14 20 21
13
1
1211 10
9
2
8
74171653
18 19
6
T1
T2
T3 T4
W1
W9
B1
B2
B3
W2
W4
W3 W5W6
W8
W7
1-11-0
6-4-12
0-8-12
8-1-0
0-10-12
22-4-12
1-4-12
-1-4-12
2-6-0
2-6-0
4-10-4
7-4-4
6-5-0
14-6-0
7-0-0
21-6-0
0-8-12
8-2-12
2-4-4
2-4-4
5-1-12
7-6-0
6-3-4
14-6-0
7-0-0
21-6-06-3-81-10-01-9-81-4-51-4-131-0-00-1-52-11-112-11-110-1-53-1-03-2-86-3-8Scale = 1:45.1
Plate Offsets (X, Y):[3:0-3-5,Edge], [5:0-5-0,0-2-5], [7:0-3-15,Edge], [12:0-2-12,0-2-12]
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 0.85 Vert(LL)0.08 13-14 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.13 10-11 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.46 Horz(CT)0.01 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 91 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W9:2x6 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 6-0-0 oc bracing.
REACTIONS (lb/size)9=469/0-6-0, (min. 0-1-8), 12=1021/0-6-0, (min. 0-1-13),
15=196/0-4-0, (min. 0-1-8)
Max Horiz 15=149 (LC 9)
Max Uplift 9=-133 (LC 90), 12=-405 (LC 12), 15=-235 (LC 8)
Max Grav 9=546 (LC 65), 12=1175 (LC 37), 15=276 (LC 40)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-16=-89/785, 16-17=-89/784, 4-17=-89/783, 4-5=-110/823, 5-18=-430/134, 6-18=-334/160, 6-19=-333/131,7-19=-451/106, 7-9=-471/179
BOT CHORD 4-12=-405/269, 11-12=-414/68, 10-11=-403/74, 9-10=-32/298
WEBS 3-12=-800/229, 5-12=-1054/119, 5-11=0/263, 5-10=-46/680
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; cantilever leftand right exposed ; end vertical left and right exposed; porch left exposed; 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 15, 133 lb uplift at joint 9 and 405 lb uplift at joint 12.
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) 73 lb down and 98 lb up at 3-0-0, 29 lb down and 37 lb up at 5-0-12, and29 lb down and 37 lb up at 6-11-12, and 29 lb down and 37 lb up at 7-10-12 on top chord, and 47 lb down and 95 lb up at 3-0-0, 13 lb down and 43 lb up at 5-0-12, and 13 lbdown and 43 lb up at 6-11-12, and 8 lb down and 43 lb up at 7-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-3=-51, 3-5=-61, 5-6=-51, 6-7=-51, 7-8=-51, 13-15=-20, 9-12=-20
Concentrated Loads (lb)
Vert: 3=-2 (B), 13=0 (B), 14=3 (B), 20=0 (B), 21=0 (B)
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
G01 1 12208405-12T Roof Special Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:ABp_3R3vgaeN6_ZtCrrbVAyf_ix-1g1TDXrySzOM5myCLBrobamf7Xomosw1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
G01 1 12208405-12T Roof Special Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 2
ID:ABp_3R3vgaeN6_ZtCrrbVAyf_ix-1g1TDXrySzOM5myCLBrobamf7Xomosw1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4
=6x8
=4x6
=4x8
=6x8
=5x6 =1.5x4
=5x10
=6x6
=5x6
=5x6
=3x4
14
13 12 22 11 23 24 25 10
9
1
2
8
15 716518 19 2017 214 6
3
T1
T2
T3 T4
W1
W10
B1 B2
W5 W6 W7 W6 W8W9
W3
W4
W2
0-10-12
-0-10-12
0-10-12
22-10-12
1-3-8
22-0-0
3-5-8
10-7-8
5-0-8
15-8-0
5-0-8
20-8-8
7-2-0
7-2-0
1-1-12
22-0-0
3-5-8
10-7-8
5-0-8
15-8-0
5-2-4
20-10-4
7-2-0
7-2-05-2-01-7-02-9-80-1-113-3-93-3-90-1-113-5-41-8-125-2-0Scale = 1:46.1
Plate Offsets (X, Y):[2:0-3-8,Edge], [4:0-2-12,0-2-0], [7:0-2-11,0-2-8]
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 0.99 Vert(LL)-0.10 11-12 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.74 Vert(CT)-0.20 11-12 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.86 Horz(CT)0.03 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 108 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x6 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:8-3-0 oc bracing: 12-13.REACTIONS (lb/size)9=1356/0-6-0, (min. 0-2-3), 14=1027/0-6-0, (min. 0-1-11)
Max Horiz 14=136 (LC 11)
Max Uplift 9=-406 (LC 13), 14=-191 (LC 12)
Max Grav 9=1392 (LC 37), 14=1084 (LC 2)
3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1334/262, 15-16=-1248/266, 3-16=-1230/287, 3-4=-1298/284, 4-17=-2263/596, 5-17=-2266/596, 5-18=-2267/596,18-19=-2266/596, 19-20=-2264/596, 20-21=-2264/596, 6-21=-2261/595, 6-7=-515/143, 2-14=-1012/228, 7-9=-1354/376
BOT CHORD 12-13=-502/2115, 12-22=-502/2115, 11-22=-504/2122, 11-23=-164/541, 23-24=-164/541, 24-25=-164/541,
10-25=-164/541
WEBS 5-11=-606/253, 6-11=-498/2001, 6-10=-1107/364, 2-13=-148/966, 7-10=-330/1237, 3-13=-157/913, 4-13=-1434/402
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; cantilever leftand right exposed ; end vertical left and right exposed; 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 14 and 406 lb uplift at joint 9.
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) 91 lb down and 62 lb up at 16-2-12, and 91 lb down and 62 lb up at
18-2-12, and 91 lb down and 62 lb up at 20-2-12 on top chord, and 400 lb down and 124 lb up at 14-4-12, 27 lb down and 12 lb up at 16-2-12, and 27 lb down and 12 lb up at
18-2-12, and 27 lb down and 12 lb up at 20-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
11)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-3=-51, 3-4=-51, 4-6=-61, 6-7=-51, 7-8=-51, 9-14=-20
Concentrated Loads (lb)
Vert: 18=-59 (F), 20=-59 (F), 21=-62 (F), 22=-400 (F), 23=-20 (F), 24=-20 (F), 25=-20 (F)
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
G02 1 12208405-12T Roof Special Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:tXFcLgZhl4ryamH7oC_3vvyf_br-VsbrQtsaDHWDivXPvuM17nIoix3fXDuA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
6 12
=2x4 =1.5x4 =2x4
=2x4
4
5
3
1
2
W1
T1
W2
B1
3-8-8
3-8-83-5-41-7-03-5-4Scale = 1:21.5
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)-0.01 3-4 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(CT)-0.02 3-4 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 16 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 3-8-8 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)3=379/ Mechanical, (min. 0-1-8), 4=405/0-6-0, (min. 0-1-8)
Max Horiz 4=70 (LC 9)
Max Uplift 3=-112 (LC 12), 4=-36 (LC 12)
Max Grav 3=420 (LC 18), 4=446 (LC 18)
4 4FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)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
exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
2)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
3)Unbalanced snow loads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5)Refer to girder(s) for truss to truss connections.
6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 4 and 112 lb uplift at joint 3.
7)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 1.8)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 542 lb down and 90 lb up at 1-9-4 on bottom chord. The design/selection
of such connection device(s) is the responsibility of others.
9)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 3-4=-20
Concentrated Loads (lb)
Vert: 5=-542 (B)
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
G03 1 12208405-12T Jack-Closed Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:6SikXJ2LeAYwYI33KNECC2yf_cV-VsbrQtsaDHWDivXPvuM17nI_7x7_XQKA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=4x4
=5x6
20
19 18 17 16 15 14 13
12
111
2 10
3 9
2221
84
75
6
W1
T1 T1
W1
B1B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
0-10-12
-0-10-12
0-10-12
14-10-12
7-0-0
7-0-0
7-0-0
14-0-0
14-0-01-9-85-3-8Scale = 1:31
Plate Offsets (X, Y):[16:0-3-0,0-3-0]
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 0.09 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT)0.00 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 64 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.
REACTIONS All bearings 14-0-0.
(lb) -Max Horiz 20=-110 (LC 14)
Max Uplift All uplift 100 (lb) or less at joint(s) 13, 14, 15, 17, 18, 19 except
12=-103 (LC 13), 20=-111 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 12, 13, 14, 15, 16, 17,
18, 19, 20
5 5FORCES (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-CCorner(3E) -0-10-12 to 2-1-4, Exterior(2N) 2-1-4 to 7-0-0, Corner(3R) 7-0-0 to 10-0-0, Exterior(2N) 10-0-0 to 14-10-12 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) 17, 18, 19, 15, 14, 13 except (jt=lb) 20=110, 12=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-2 Lot 133
GE01 1 12208405-12T Common Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:7YsJpwz8J1RsRgEOn_MnA5yf_w_-1g1TDXrySzOM5myCLBrobamr1Xu7oy51wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4
=4x4
21
20 19 18 17 16 15 14 13
12
1 11
2 10
93
22 252423
84
5 7
6
W1
T1 T1
W1
B1 B2
ST4
ST3
ST2
ST1
ST3
ST2
ST1
0-10-12
-0-10-12
0-10-12
15-2-12
7-2-0
14-4-0
7-2-0
7-2-0
14-4-01-7-05-2-0Scale = 1:30.5
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 0.04 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT)0.00 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 63 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.
REACTIONS All bearings 14-4-0.
(lb) -Max Horiz 21=103 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 12, 13, 14, 15, 18, 19, 20, 21
Max Grav All reactions 250 (lb) or less at joint(s) 12, 13, 14, 15, 16, 18,
19, 20, 21
6 6FORCES (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) -0-10-12 to 2-1-4, Exterior(2N) 2-1-4 to 7-2-0, Corner(3R) 7-2-0 to 10-2-0, Exterior(2N) 10-2-0 to 15-2-12 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 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)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) 21, 12, 18, 19, 20, 15, 14, 13.
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-2 Lot 133
GE02 1 12208405-12T Common Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:X7XSRx?0cypQI7zzS6vUnjyf_vx-VsbrQtsaDHWDivXPvuM17nI0nxEWXQNA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4 =3x4
=1.5x4
=4x4
=2x4 =2x4
7
6
5
1
2
8 43
W1
T1
T2
W2
B1
ST1
0-10-12
-0-10-12
1-3-8
3-8-8
2-5-0
2-5-0
3-8-82-9-81-7-02-7-130-1-112-7-132-7-130-1-112-9-8Scale = 1:22.3
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 0.28 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.14 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT)0.00 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 16 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 3-8-8 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)5=39/3-8-8, (min. 0-1-8), 6=134/3-8-8, (min. 0-1-8),
7=133/3-8-8, (min. 0-1-8)
Max Horiz 7=103 (LC 13)
Max Uplift 5=-35 (LC 13), 6=-26 (LC 13), 7=-39 (LC 16)
Max Grav 5=57 (LC 35), 6=156 (LC 36), 7=218 (LC 36)
7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-202/251
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 2-5-0, Corner(3E) 2-5-0 to 3-6-12 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
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 39 lb uplift at joint 7, 35 lb uplift at joint 5 and 26 lb uplift at joint 6.
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-2 Lot 133
GE03 1 12208405-12T Half Hip Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:u4LLUf39QUSjPurxFgVfUmyf_vs-VsbrQtsaDHWDivXPvuM17nIzlxCvXQZA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=4x4
=3x4
5
7 4
1
2
6
3
W1
T1
B1
1-4-12
-1-4-12
2-6-0
2-6-0
2-6-03-1-01-10-03-1-0Scale = 1:20.9
Plate Offsets (X, Y):[2:0-2-0,0-1-12]
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)0.01 4-5 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.18 Vert(CT)0.01 4-5 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT)-0.04 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 10 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 2-6-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)3=36/ Mechanical, (min. 0-1-8), 4=19/ Mechanical, (min. 0-1-8),5=186/0-4-0, (min. 0-1-8)
Max Horiz 5=78 (LC 13)
Max Uplift 3=-51 (LC 16), 4=-31 (LC 13), 5=-22 (LC 12)
Max Grav 3=53 (LC 23), 4=42 (LC 7), 5=267 (LC 23)
8 8FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)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) -1-4-12 to 1-7-4, Interior (1) 1-7-4 to 2-5-4 zone; cantilever left exposed ; end vertical left 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
2)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
3)Unbalanced snow loads have been considered for this design.
4)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.
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 22 lb uplift at joint 5, 51 lb uplift at joint 3 and 31 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-2 Lot 133
J01 4 12208405-12T Jack-Open Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:cb_OJOCFUmn?BZyKpa50PByf_me-VsbrQtsaDHWDivXPvuM17nIyNxCJXQKA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
4.2412
=2x4 =3x4
5
4
1
2
3
W1
T1
B1
1-11-11
-1-11-11
3-4-15
3-4-15
3-4-153-0-81-10-03-0-8Scale = 1:20.8
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 0.41 Vert(LL)0.01 4-5 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.10 Vert(CT)0.01 4-5 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT)-0.03 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 12 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 3-4-15 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)3=20/ Mechanical, (min. 0-1-8), 4=10/ Mechanical, (min. 0-1-8),
5=178/0-5-5, (min. 0-1-8)
Max Horiz 5=71 (LC 11)
Max Uplift 3=-60 (LC 10), 4=-31 (LC 11), 5=-132 (LC 8)
Max Grav 3=44 (LC 19), 4=44 (LC 7), 5=285 (LC 19)
9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-265/107
NOTES
1)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
exposed ; end vertical left exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2)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
3)Unbalanced snow loads have been considered for this design.
4)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.
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 132 lb uplift at joint 5, 60 lb uplift at joint 3 and 31 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.
9)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51
Trapezoidal Loads (lb/ft)
Vert: 2=-2 (F=24, B=24)-to-3=-43 (F=4, B=4), 5=0 (F=10, B=10)-to-4=-17 (F=1, B=1)
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
J02 1 12208405-12T Diagonal Hip Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:o_hzCzXpuMJ1Yt5iSSbaX5yf_mC-VsbrQtsaDHWDivXPvuM17nIxexDZXQKA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=4x4 =3x4
5
4
1
2
6
3
W1
T1
B1
0-10-12
-0-10-12
3-8-8
3-8-8
3-8-83-5-41-7-03-5-4Scale = 1:22.6
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 0.41 Vert(LL)0.02 4-5 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.25 Vert(CT)-0.02 4-5 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT)-0.05 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 12 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 3-8-8 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)3=79/ Mechanical, (min. 0-1-8), 4=37/ Mechanical, (min. 0-1-8),
5=185/0-6-0, (min. 0-1-8)
Max Horiz 5=83 (LC 13)
Max Uplift 3=-73 (LC 16), 5=-9 (LC 16)
Max Grav 3=120 (LC 23), 4=67 (LC 7), 5=266 (LC 23)
10 10FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)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 3-7-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)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
3)Unbalanced snow loads have been considered for this design.
4)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.
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 9 lb uplift at joint 5 and 73 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-2 Lot 133
J03 3 12208405-12T Jack-Open Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:IZtur4BE2YxMM?PATBwn9Nyf_cK-VsbrQtsaDHWDivXPvuM17nIxhxBEXQKA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
13.4212
13.4212
=3x4 =3x4 =3x4
=3x4
=3x4
1
15 14 13
12
2 11
3 10
4
9
5
6 8
7
T2
T1
T3
B1
B2
ST1
ST2
ST3
ST3
ST4
2-8-13
11-10-7
9-1-10
9-1-10
5-5-7
5-5-7
6-5-0
11-10-710-2-130-0-47-2-1Scale = 1:47.2
Plate Offsets (X, Y):[7:Edge,0-3-0], [9:Edge,0-1-8]
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 0.10 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.00 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 60 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 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 9-10.
REACTIONS All bearings 11-10-7.
(lb) -Max Horiz 1=338 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 9, 10, 11, 15 except12=-148 (LC 16), 13=-114 (LC 17), 14=-145 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 9, 10, 11, 12, 13, 14, 15
except 1=326 (LC 16)
11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-491/414, 2-3=-385/316
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) 0-0-4 to 3-0-4, Interior (1) 3-0-4 to 9-1-13, Exterior(2E) 9-1-13 to 11-10-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C formembers 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)All plates are 1.5x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
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 100 lb uplift at joint(s) 9, 15, 11, 10, 1 except (jt=lb) 13=113, 14=145, 12=147.
11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 12, 11, 10.
12)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-2 Lot 133
LAY01 1 12208405-12T Lay-In Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:DinXOEojx7NXYpTXUyzjzTzaevP-VsbrQtsaDHWDivXPvuM17nI0bxEQXOHA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
13.4212
13.4212
=3x4
=4x4
=3x4
12
11
1
15 14 13 10
2 9
8
3 7
2221
4 6
5
T1
T2
B1
B2
B3
ST3
ST2
ST1
ST4 ST5
1-11-12
8-5-2
4-11-13
13-4-15
6-5-6
6-5-6
6-3-10
6-3-10
7-1-5
13-4-1513-6-50-0-43-7-124-1-04-1-04-1-03-10-67-11-6Scale = 1:77.9
Plate Offsets (X, Y):[8:Edge,0-1-8]
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 0.08 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.18 Horiz(TL)0.02 9 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
OTHERS 2x4 SPF Stud *Except* ST3:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 10-11,8-9.
WEBS 1 Row at midpt 5-11REACTIONSAll bearings 13-4-15.
(lb) -Max Horiz 1=247 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 8, 11 except 1=-135 (LC 14),9=-125 (LC 17), 10=-126 (LC 17), 13=-151 (LC 16), 14=-125(LC 16), 15=-144 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 9, 10, 12, 13, 14, 15
except 11=377 (LC 17)
12 12FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-298/287, 4-5=-232/292, 5-6=-233/269
WEBS 5-11=-358/212
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) 0-0-4 to 3-0-4, Interior (1) 3-0-4 to 8-5-5, Exterior(2R) 8-5-5 to 11-5-5, Interior (1) 11-5-5 to 13-5-3 zone; cantilever left and right exposed ; end vertical left and rightexposed;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)All plates are 1.5x4 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 1=134, 13=151, 14=125, 15=143, 10=126,
9=125.
10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 8, 13, 12, 11, 14, 15, 10, 9.
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-2 Lot 133
LAY02 1 12208405-12T Lay-In Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:vha1rPGA1VsAJWASby5FQHzaepe-VsbrQtsaDHWDivXPvuM17nI0vxEKXOTA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x5
=5x8
=5x6
=4x6
=3x5
=5x8
8
7
6
51
2 4
129
1110
3
T1 T1
W1 W1
B1B1
W2
6-4-12
6-4-12
0-10-12
-0-10-12
0-10-12
14-10-12
7-0-0
7-0-0
7-0-0
14-0-0
7-0-0
7-0-0
7-0-0
14-0-01-9-81-4-131-4-135-3-8Scale = 1:31.3
Plate Offsets (X, Y):[2:0-1-1,0-1-12], [4:0-1-1,0-1-12], [7:0-3-0,0-3-0]
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 0.78 Vert(LL)-0.09 7 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.45 Vert(CT)-0.21 7 >768 180
TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT)0.01 6 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 47 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2 *Except* W2:2x4 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)6=537/0-6-0, (min. 0-1-8), 8=537/0-6-0, (min. 0-1-8)
Max Horiz 8=-112 (LC 14)
Max Uplift 6=-98 (LC 17), 8=-98 (LC 16)
Max Grav 6=609 (LC 2), 8=609 (LC 2)
13 13FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-522/184, 9-10=-421/200, 3-10=-405/217, 3-11=-405/217, 11-12=-421/200, 4-12=-522/184, 2-8=-512/286,4-6=-512/285
BOT CHORD 7-8=-88/362, 6-7=-88/362
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 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior (1) 10-0-0 to 14-10-12 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)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 98 lb uplift at joint 6 and 98 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-2 Lot 133
T01 4 12208405-12T Common Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:1_Fofss6mMaLfs4izw3gbayf_lo-1g1TDXrySzOM5myCLBrobamgEXozoyf1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4 =3x4
=6x6
=3x4
=4x10
=1.5x4
=3x4
=8x10
=3x4
=3x4
=4x4
=3x4 =6x6
15
20 14
13
1
11 10
9
12
2
8167
4 1935
17 18
6
T1
T2
T3
T4
W1
W9
B1
B2
B3
W2
W4
W3 W5 W6 W7
W8
3-11-0 6-4-12
0-10-12
22-4-12
1-4-12
-1-4-12
2-8-12
10-1-0
2-10-4
7-4-4
4-5-0
14-6-0
4-6-0
4-6-0
7-0-0
21-6-0
2-8-12
10-2-12
3-1-12
7-6-0
4-3-4
14-6-0
4-4-4
4-4-4
7-0-0
21-6-06-3-81-10-01-9-81-4-51-4-131-0-00-1-113-11-53-11-50-1-114-1-02-2-86-3-8Scale = 1:46.2
Plate Offsets (X, Y):[5:0-3-6,Edge], [7:0-3-15,Edge], [12:0-7-12,0-2-12]
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 0.70 Vert(LL)-0.06 9-10 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.32 Vert(CT)-0.13 9-10 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(CT)0.01 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 92 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W9:2x6 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 6-0-0 oc bracing.
REACTIONS (lb/size)9=478/0-6-0, (min. 0-1-8), 12=1011/0-6-0, (min. 0-1-11),15=198/0-4-0, (min. 0-1-8)
Max Horiz 15=150 (LC 13)
Max Uplift 9=-132 (LC 17), 12=-117 (LC 16), 15=-107 (LC 12)
Max Grav 9=548 (LC 24), 12=1076 (LC 2), 15=324 (LC 41)
14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=0/484, 5-17=-384/147, 6-17=-326/164, 6-18=-330/143, 18-19=-342/125, 7-19=-449/118, 2-15=-308/251,
7-9=-470/217
BOT CHORD 4-12=-686/185, 11-12=-484/109, 9-10=-36/295
WEBS 3-12=-603/248, 4-11=-128/825, 5-11=-478/138
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 5-0-0, Exterior(2R) 5-0-0 to 7-10-4, Interior (1) 7-10-4 to 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior (1) 18-0-0 to 22-10-12zone; cantilever left and right exposed ; end vertical left and right exposed; porch left 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 15, 132 lb uplift at joint 9 and 117 lb uplift at joint 12.
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-2 Lot 133
T02 1 12208405-12T Roof Special Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:e1kDRj2DSm3I148kHCKu6Syf_kF-1g1TDXrySzOM5myCLBrobamhNXq_ouY1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4 =4x4
=1.5x4
=5x8
=3x4
=3x4
=3x4
=3x4
=4x8
=3x4
=4x4
=3x4
=5x8
15
14
13
22 23
1
12 11 10
9
2
8167
17 21
204181935
6
T1
T2
T3
T1
W1
W8
B1
B2
B3
W4 W5
W7
W6
W2W3
5-11-0
6-6-8
0-10-4
7-4-4
0-10-12
22-4-12
1-4-12
-1-4-12
2-5-0
14-6-0
4-8-12
12-1-0
6-6-0
6-6-0
7-0-0
21-6-0
1-1-12
7-6-0
2-1-8
14-4-4
4-8-12
12-2-12
6-4-4
6-4-4
7-1-12
21-6-06-3-81-10-01-9-81-4-51-4-131-0-00-1-114-11-54-11-50-1-115-1-01-2-86-3-8Scale = 1:46.2
Plate Offsets (X, Y):[2:0-2-0,0-1-12], [3:0-4-0,0-1-15], [5:0-2-12,0-2-0], [7:0-1-1,0-1-12]
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 0.77 Vert(LL)0.09 14-15 >995 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.15 9-10 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.29 Horz(CT)-0.02 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 94 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W8:2x6 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 6-0-0 oc bracing.
REACTIONS (lb/size)9=534/0-6-0, (min. 0-1-8), 12=861/0-6-0, (min. 0-1-8),15=292/0-4-0, (min. 0-1-8)
Max Horiz 15=149 (LC 13)
Max Uplift 9=-131 (LC 17), 12=-67 (LC 16), 15=-137 (LC 16)
Max Grav 9=601 (LC 2), 12=910 (LC 2), 15=493 (LC 41)
15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-18=-432/233, 18-19=-430/233, 5-19=-430/233, 5-6=-437/223, 6-20=-393/193, 20-21=-410/177, 7-21=-511/168,
2-15=-449/277, 7-9=-506/247
BOT CHORD 12-13=-282/489, 4-12=-685/169, 10-11=-152/419, 9-10=-77/352
WEBS 4-11=-62/612, 5-11=-276/77, 3-14=-363/359, 3-13=-602/407
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 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior (1) 10-0-0 to 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior (1) 18-0-0 to 22-10-12zone; cantilever left and right exposed ; end vertical left and right exposed; porch left 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 15, 67 lb uplift at joint 12 and 131 lb uplift at joint 9.
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-2 Lot 133
T03 1 12208405-12T Roof Special Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:jcP9GzIGtcM2kWoHcZ9H5Tyf_hM-1g1TDXrySzOM5myCLBrobamhQXosovZ1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4 =3x5
=1.5x4
=3x6
=3x4
=5x6
=3x4
=6x6
=3x6
=5x12 =4x6
=3x4
=6x8
15 14
1
1312 11
10
2
91617823
3 22
18 21
74
205196
T1
T2 T3
T4
W1
W7
B1
B2
B3
W5 W6W4W3
W2
21-3-0
0-5-8
15-0-8
0-10-12
-0-10-12
1-1-12
9-0-0
0-10-12
22-10-12
3-7-14
7-10-4
4-2-6
4-2-6
5-7-0
14-7-0
6-11-8
22-0-0
0-10-4
8-10-4
5-11-8
14-9-12
7-2-4
22-0-0
8-0-0
8-0-06-3-81-7-01-9-81-0-01-0-00-1-110-3-155-11-55-11-50-1-116-1-00-2-46-3-4Scale = 1:46.2
Plate Offsets (X, Y):[7:0-3-0,Edge], [8:0-1-1,0-2-0]
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 0.82 Vert(LL)-0.13 14-15 >727 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.77 Vert(CT)-0.26 14-15 >357 180
TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(CT)-0.02 13 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 *Except* T3:2x6 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W5:2x4 SPF No.2, W6,W7:2x6 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 6-0-0 oc bracing.
REACTIONS All bearings 8-0-0. except 10=0-6-0
(lb) -Max Horiz 15=126 (LC 13)
Max Uplift All uplift 100 (lb) or less at joint(s) 13, 14, 15 except 10=-122(LC 17)
Max Grav All reactions 250 (lb) or less at joint(s) except 10=682 (LC 39),
13=821 (LC 2), 14=296 (LC 39), 15=385 (LC 39)
16 16FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-18=-17/266, 5-19=-340/199, 6-19=-336/200, 6-20=-330/174, 7-20=-354/166, 7-21=-376/155, 21-22=-420/153,
22-23=-502/144, 8-23=-517/134, 2-15=-303/171, 8-10=-605/213
BOT CHORD 4-13=-623/109, 10-11=-45/336
WEBS 5-11=-82/513, 5-12=-725/119, 4-12=-54/584, 3-14=-338/143
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 9-0-0, Exterior(2R) 9-0-0 to 12-0-0, Interior (1) 12-0-0 to 14-9-12, Exterior(2R) 14-9-12 to 17-9-12, Interior (1) 17-9-12 to
22-10-12 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)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 13, 14 except (jt=lb) 10=122.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
T04 1 12208405-12T Roof Special Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:cTmNNb9QwkRqNaI7qhR90fyf_gE-1g1TDXrySzOM5myCLBrobamgZXiwouc1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=2x4
=5x6
=4x4
=3x5
=3x5
=3x4
=6x6
=3x4
=4x4
=3x8
=3x6
=3x4
=3x6 =1.5x4
16
15 14 13 12
11
1
2
10179
18 21
3 8
2019
4 7
65
T2
T1
T3 T4
T5
W1
W9
B1 B2
W3 W4
W5 W6 W5
W7
W2
W8
0-10-12
-0-10-12
2-5-0
13-5-0
0-10-12
22-10-12
3-6-2
22-0-0
5-0-14
18-5-14
5-4-4
11-0-0
5-7-12
5-7-12
2-8-8
13-6-12
5-3-8
5-3-8
5-6-12
10-10-4
8-5-4
22-0-07-1-01-7-02-9-80-1-116-11-56-11-50-1-117-1-0Scale = 1:45.1
Plate Offsets (X, Y):[2:0-3-0,0-1-12]
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)-0.13 11-12 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.51 Vert(CT)-0.26 11-12 >993 180
TCDL 10.0 Rep Stress Incr YES WB 0.66 Horz(CT)0.02 11 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
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)11=835/0-6-0, (min. 0-1-14), 16=832/0-6-0, (min. 0-1-14)
Max Horiz 16=162 (LC 15)
Max Uplift 11=-124 (LC 17), 16=-142 (LC 16)
Max Grav 11=1179 (LC 39), 16=1195 (LC 39)
17 17FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-1360/160, 17-18=-1257/162, 3-18=-1166/179, 3-19=-1069/195, 4-19=-982/204, 4-5=-947/220, 5-6=-816/218,6-7=-906/203, 7-20=-916/190, 8-20=-1021/178, 2-16=-1145/212
BOT CHORD 14-15=-178/1138, 13-14=-98/849, 12-13=-98/849, 11-12=-116/717
WEBS 3-14=-361/152, 5-14=-70/269, 2-15=-59/1038, 8-11=-1128/177
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 11-0-0, Exterior(2E) 11-0-0 to 13-5-0, Exterior(2R) 13-5-0 to 17-7-15, Interior (1) 17-7-15 to 22-10-12 zone; cantilever left andright 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 16 and 124 lb uplift at joint 11.
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-2 Lot 133
T05 1 12208405-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:NHnqc8T61QbHtQixoRO0Xwyf_fr-1g1TDXrySzOM5myCLBrobamlCXnyopm1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4
=5x6
=4x4
=3x4
=3x4
=3x4
=4x6
=3x8
=3x6
=3x5
=3x4
=3x4
=1.5x4
15
14 13 12
10
11
1
2
9168
21
3 7
2017461918
5
T2
T1
T3
T4
W1
W9
B1 B2
W5
W6
W8
W4
W2
W3 W7
0-10-12
-0-10-12
0-10-12
22-10-12
3-11-0
22-0-0
5-10-8
12-2-8
5-10-8
18-1-0
6-4-0
6-4-0
3-8-1
22-0-0
5-10-8
12-2-8
6-1-7
18-3-15
6-4-0
6-4-01-7-02-9-87-8-4Scale = 1:42.9
Plate Offsets (X, Y):[2:0-3-0,0-1-12]
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)-0.04 14-15 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.36 Vert(CT)-0.09 14-15 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(CT)0.02 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 105 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W5:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:6-0-0 oc bracing: 10-11.REACTIONS (lb/size)10=821/0-6-0, (min. 0-1-8), 15=821/0-6-0, (min. 0-1-8)
Max Horiz 15=170 (LC 15)
Max Uplift 10=-132 (LC 17), 15=-149 (LC 16)
Max Grav 10=931 (LC 2), 15=931 (LC 2)
18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-1103/213, 3-16=-1023/236, 3-17=-811/227, 4-17=-769/232, 4-18=-734/239, 5-18=-724/255, 5-19=-724/244,6-19=-731/228, 6-20=-749/224, 7-20=-808/216, 7-21=-642/192, 8-21=-734/174, 2-15=-871/254, 8-10=-905/239
BOT CHORD 13-14=-204/915, 12-13=-204/915, 11-12=-132/644
WEBS 5-12=-57/382, 8-11=-125/764, 3-12=-370/176, 2-14=-88/811, 7-11=-347/142
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 12-2-8, Exterior(2R) 12-2-8 to 15-2-8, Interior (1) 15-2-8 to 22-10-12 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 149 lb uplift at joint 15 and 132 lb uplift at joint 10.
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-2 Lot 133
T06 11 12208405-12T Common Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:4CNcjZaNhUrs3yTsNXaMx1yf_fh-1g1TDXrySzOM5myCLBrobaml4XpNoti1wq7l8Zyynpn
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=2x4
=5x6
=4x4
=3x5
=3x5
=4x6
=5x12
=6x6
=3x4
=3x6
=3x4
=3x6 =1.5x4
15
14 13 12
11
1
2
10169
2221173188
201947
65
T2
T1
T3
T4
T5
W1
W9
B1 B2
W3 W4
W5 W6W5
W7
W2
W8
1-0-0
12-8-8
0-10-12
-0-10-12
0-10-12
22-10-12
3-11-4
22-0-0
5-4-4
18-0-12
5-11-9
11-8-8
5-8-15
5-8-15
1-3-8
12-10-4
5-3-8
5-3-8
6-3-4
11-6-12
9-1-12
22-0-07-5-41-7-02-9-80-1-117-3-97-3-90-1-117-5-4Scale = 1:45.2
Plate Offsets (X, Y):[2:0-3-0,0-1-12], [13:0-3-4,0-3-0]
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 0.50 Vert(LL)-0.16 11-12 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.33 11-12 >801 180
TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.03 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
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
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)11=827/0-6-0, (min. 0-1-15), 15=826/0-6-0, (min. 0-1-14)
Max Horiz 15=166 (LC 15)
Max Uplift 11=-129 (LC 17), 15=-147 (LC 16)
Max Grav 11=1226 (LC 39), 15=1192 (LC 39)
19 19FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-1420/152, 16-17=-1225/168, 3-17=-1223/172, 3-18=-1084/177, 18-19=-1069/180, 4-19=-1000/189, 4-5=-953/208,5-6=-865/216, 6-7=-956/193, 7-20=-984/177, 8-20=-1074/167, 2-15=-1144/207
BOT CHORD 13-14=-172/1198, 12-13=-63/860, 11-12=-116/793
WEBS 3-13=-407/171, 6-12=0/311, 2-14=-53/1087, 8-11=-1188/170
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 11-8-8, Exterior(2E) 11-8-8 to 12-8-8, Exterior(2R) 12-8-8 to 16-11-7, Interior (1) 16-11-7 to 22-10-12 zone; cantilever left andright 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 15 and 129 lb uplift at joint 11.
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-2 Lot 133
T07 1 12208405-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:_KFFO_fCjq3EFdmy5jgE2oyf_eI-VsbrQtsaDHWDivXPvuM17nIwHx5OXEiA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=2x4
=5x6
=3x5
=3x4
=3x4
=3x8
=4x4
=3x4
=6x6
=3x4
=3x4
=3x5 =1.5x4
15
14 13 12 11
10
1
2
91682517
247323184
2219
5 20 21 6
T2
T1
T3
T4
W1
W9
B1 B2
W4
W5 W6 W5
W7
W2
W8W3
0-10-12
-0-10-12
0-10-12
22-10-12
2-6-9
22-0-0
5-0-0
14-8-8
4-8-8
9-8-8
4-8-15
19-5-7
5-0-0
5-0-0
4-6-12
9-6-12
5-0-0
5-0-0
5-3-8
14-10-4
7-1-12
22-0-06-5-41-7-02-9-80-1-116-3-96-3-90-1-116-5-4Scale = 1:45.1
Plate Offsets (X, Y):[2:0-2-11,0-2-8]
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 0.45 Vert(LL)-0.07 10-11 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.14 10-11 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.02 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 108 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W6:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)10=849/0-6-0, (min. 0-1-11), 15=844/0-6-0, (min. 0-1-12)
Max Horiz 15=154 (LC 15)
Max Uplift 10=-112 (LC 17), 15=-134 (LC 16)
Max Grav 10=1096 (LC 39), 15=1128 (LC 39)
20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-1255/178, 16-17=-1164/179, 3-17=-1084/193, 3-18=-1035/201, 4-18=-1017/204, 4-19=-929/214, 5-19=-913/225,5-20=-834/234, 20-21=-834/234, 6-21=-834/234, 6-22=-805/208, 22-23=-830/196, 7-23=-931/185, 2-15=-1078/217
BOT CHORD 13-14=-190/1041, 12-13=-97/747, 11-12=-97/747, 10-11=-106/557
WEBS 3-13=-265/127, 7-11=-19/326, 2-14=-81/984, 7-10=-1040/182
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 9-8-8, Exterior(2R) 9-8-8 to 13-11-7, Interior (1) 13-11-7 to 14-8-8, Exterior(2R) 14-8-8 to 18-11-7, Interior (1) 18-11-7 to22-10-12 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 gripDOL=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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 15 and 112 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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
T08 1 12208405-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:HgAvsNlb4_xEbipI?iItqHyf_eB-VsbrQtsaDHWDivXPvuM17nIw3x88XKZA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4
=3x5
=4x4
=3x4 =3x8
=4x4 =3x4 =4x4
=3x10
=4x6
=1.5x4
13
12 11 10
9
1
2
14 8157
2016319
517 18 64
T1
T2
T3
W1
W7
B1 B2
W4 W5 W5 W4
W2 W6
W3
0-10-12
-0-10-12
0-10-12
22-10-12
3-8-12
7-8-8
4-6-0
12-2-8
4-6-0
16-8-8
3-11-12
3-11-12
5-3-8
22-0-0
5-1-12
22-0-0
7-6-12
7-6-12
9-3-8
16-10-45-5-41-7-02-9-80-1-115-3-95-3-90-1-115-5-4Scale = 1:45
Plate Offsets (X, Y):[7:0-3-0,0-1-8]
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 0.48 Vert(LL)-0.14 10-11 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.30 10-11 >869 180
TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(CT)0.03 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 101 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 5-8-2 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)9=871/0-6-0, (min. 0-1-8), 13=861/0-6-0, (min. 0-1-10)
Max Horiz 13=141 (LC 15)
Max Uplift 9=-92 (LC 17), 13=-117 (LC 16)
Max Grav 9=966 (LC 39), 13=1025 (LC 39)
21 21FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1025/201, 4-17=-895/205, 5-17=-898/204, 5-18=-731/191, 6-18=-728/192, 6-19=-814/172, 19-20=-821/156,7-20=-846/148, 2-13=-285/130, 7-9=-935/219
BOT CHORD 12-13=-206/854, 11-12=-206/854, 10-11=-173/1031
WEBS 4-11=0/262, 5-10=-445/141, 3-13=-1039/151, 7-10=-66/803
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 7-8-8, Exterior(2R) 7-8-8 to 12-2-8, Interior (1) 12-2-8 to 16-8-8, Exterior(2R) 16-8-8 to 20-11-7, Interior (1) 20-11-7 to22-10-12 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 gripDOL=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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 13 and 92 lb uplift at joint 9.
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-2 Lot 133
T09 1 12208405-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:9iyrGZ?m7RbGcxvLkcAoAiyf_ds-VsbrQtsaDHWDivXPvuM17nIwax5GXItA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4
=6x8
=3x4
=4x6
=4x8 =1.5x4
=6x8 =1.5x4
=3x10
=6x6
=3x4
=3x4
=1.5x4
15
14 13 12 11 10
9
1
2
816177
18 2419
521 2220 234 6
3
T1
T2
T3
T4
W1
W10
B1 B2
W5 W6 W7 W6 W8
W2
W9
W3
W4
0-10-12
-0-10-12
1-5-8
8-7-8
0-10-12
22-10-12
5-0-8
13-8-0
5-0-8
18-8-8
3-3-8
22-0-0
7-2-0
7-2-0
1-3-12
8-5-12
3-1-12
22-0-0
5-2-4
18-10-4
5-2-4
13-8-0
7-2-0
7-2-05-2-01-7-02-9-80-1-114-3-94-3-90-1-114-5-40-8-125-2-0Scale = 1:46.1
Plate Offsets (X, Y):[2:0-3-8,Edge], [4:0-2-12,0-2-0]
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 0.84 Vert(LL)-0.07 13-15 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(CT)-0.15 13-15 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(CT)0.02 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 107 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 4-8-4 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:6-0-0 oc bracing: 9-10.REACTIONS (lb/size)9=884/0-6-0, (min. 0-1-8), 15=859/0-6-0, (min. 0-1-8)
Max Horiz 15=138 (LC 15)
Max Uplift 9=-184 (LC 17), 15=-111 (LC 16)
Max Grav 9=931 (LC 2), 15=931 (LC 2)
22 22FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-16=-1090/204, 16-17=-1027/207, 17-18=-988/215, 18-19=-982/216, 3-19=-969/232, 3-4=-1013/264, 4-20=-1308/285,20-21=-1309/284, 5-21=-1311/284, 5-22=-1311/284, 22-23=-1309/284, 6-23=-1308/285, 6-24=-686/182, 7-24=-722/175,
2-15=-863/254, 7-9=-909/249
BOT CHORD 14-15=-192/253, 13-14=-192/253, 12-13=-241/1154, 11-12=-241/1153, 10-11=-126/655
WEBS 5-11=-539/173, 6-11=-150/839, 6-10=-452/137, 2-13=-43/762, 7-10=-126/833, 3-13=-89/800, 4-13=-845/192
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 7-2-0, Exterior(2E) 7-2-0 to 8-7-8, Interior (1) 8-7-8 to 18-8-8, Exterior(2R) 18-8-8 to 21-10-4, Interior (1) 21-10-4 to 22-10-12
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)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 15 and 184 lb uplift at joint 9.
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-2 Lot 133
T10 1 12208405-12T Roof Special Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:woUj5wW6ELtIeO7PCQwftZyf_dC-VsbrQtsaDHWDivXPvuM17nIqyx70XLcA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x5
=6x8
=4x6
=1.5x4
=5x6
=3x4
=3x4
=1.5x4
9
8 7
6
1
2
54101511
1412
13
3
T1
T2
T3
W5
W1
B1
W2
W3 W4
5-0-4
6-6-12
0-10-12
-0-10-12
1-8-8
14-4-0
5-5-8
12-7-8
7-2-0
7-2-0
1-10-4
14-4-0
5-3-12
12-5-12
7-2-0
7-2-05-2-01-7-02-3-91-2-51-11-90-1-112-3-92-3-90-1-112-5-42-8-125-2-0Scale = 1:32.9
Plate Offsets (X, Y):[2:0-1-1,0-2-0]
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 0.79 Vert(LL)-0.12 7-8 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(CT)-0.18 7-8 >921 180
TCDL 10.0 Rep Stress Incr YES WB 0.29 Horz(CT)0.01 6 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 50 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W1:2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)6=507/ Mechanical, (min. 0-1-8), 9=554/0-6-0, (min. 0-1-8)
Max Horiz 9=91 (LC 13)
Max Uplift 6=-78 (LC 17), 9=-97 (LC 16)
Max Grav 6=562 (LC 39), 9=629 (LC 2)
23 23FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-10=-584/178, 10-11=-534/186, 11-12=-486/194, 3-12=-467/211, 3-13=-443/223, 13-14=-469/207, 14-15=-476/207,4-15=-563/198, 4-5=-450/142, 5-6=-541/168, 2-9=-539/283
BOT CHORD 8-9=-125/417, 7-8=-125/417
WEBS 4-7=-505/229, 5-7=-214/682
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 7-2-0, Exterior(2R) 7-2-0 to 10-2-0, Interior (1) 10-2-0 to 14-2-4 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=20.4 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, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC1608.3.4.
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)Provide adequate drainage to prevent water ponding.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Refer to girder(s) for truss to truss connections.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 6 and 97 lb uplift at joint 9.
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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 133
T11 1 12208405-12T Roof Special Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:a5DFc1feP1Ob4E2jvy8TN5yf_d0-VsbrQtsaDHWDivXPvuM17nIrkx7nXMlA9UtIg0yynpm
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.
DE JOB # 94577-W1
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.
Dansco Engineering LLC Date: 07/12/2022
612
=3x4
=5x8
=3x4
=1.5x4
=4x6
=3x4
=5x8
9
8 7
6
1 5
2 4
10 151114
12 13
3
T1 T1
W1 W1
B1 B2
W2
6-6-12
6-6-12
0-10-12
-0-10-12
0-10-12
15-2-12
7-2-0
14-4-0
7-2-0
7-2-0
7-2-0
14-4-0
7-2-0
7-2-01-7-01-2-51-2-55-2-0Scale = 1:32.1
Plate Offsets (X, Y):[2:0-1-1,0-1-12], [4:0-1-1,0-1-12]
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 0.76 Vert(LL)-0.08 7-9 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.43 Vert(CT)-0.19 7-9 >889 180
TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT)0.01 6 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 47 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2 *Except* W2:2x4 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)6=548/0-6-0, (min. 0-1-8), 9=548/0-6-0, (min. 0-1-8)
Max Horiz 9=105 (LC 15)
Max Uplift 6=-100 (LC 17), 9=-100 (LC 16)
Max Grav 6=623 (LC 2), 9=623 (LC 2)
24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-10=-564/187, 10-11=-514/195, 11-12=-458/202, 3-12=-446/220, 3-13=-446/220, 13-14=-458/202, 14-15=-514/195,4-15=-564/186, 2-9=-530/285, 4-6=-530/285
BOT CHORD 8-9=-85/399, 7-8=-85/399, 6-7=-85/399
WEBS 3-7=0/251
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 7-2-0, Exterior(2R) 7-2-0 to 10-2-0, Interior (1) 10-2-0 to 15-2-12 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 100 lb uplift at joint 9 and 100 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-2 Lot 133
T12 2 12208405-12T Common Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Tue Jul 12 14:59:25 Page: 1
ID:PFaXs4kP?t8lo9VtFCFtcMyf_cw-VsbrQtsaDHWDivXPvuM17nIsAx8RXPnA9UtIg0yynpm