HomeMy WebLinkAbout42230028 - GR2 82 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under
my direct supervision and control based on the parameters provided by Stark Truss Inc.
Job: 2107061-12T
23 truss design(s)
86735-W1
09/14/2021
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Indiana Residential Building Code 2020 based on IRC 2018 with Indiana specific amendments.
675 IAC 14-4.4-81 Section R802.10.1; truss design drawings, R802.10.1; truss design drawings shall
be provided to the building official as required by the General Administrative Rules (675 IAC 12) for
Class 1 structures or by local ordinance for Class 2 structures.
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2014 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown is
for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate
Institute, 583 D’Onofrio Drive, Madison, WI 53719
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 #86735-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: 09/14/2021
612
=3x4 =3x4 =6x6
=4x4 =2x4 =3x4
=4x12
=5x10
=1.5x4
=3x4
=4x6
=3x4 =6x6
15
14 20 21
13
1
1211 10
9
2
8
74171635
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]
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 0.40 Vert(CT)-0.13 10-11 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.47 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.
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=469/0-6-0, (min. 0-1-8), 12=1022/0-6-0, (min. 0-1-14),
15=197/0-4-0, (min. 0-1-8)
Max Horiz 15=149 (LC 9)
Max Uplift 9=-133 (LC 92), 12=-415 (LC 12), 15=-245 (LC 8)
Max Grav 9=548 (LC 67), 12=1176 (LC 39), 15=276 (LC 42)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-16=-98/785, 16-17=-98/784, 4-17=-98/784, 4-5=-119/824, 5-18=-433/135, 6-18=-337/160, 6-19=-335/132,7-19=-454/107, 7-9=-472/179
BOT CHORD 4-12=-405/271, 11-12=-415/77, 10-11=-403/83, 9-10=-33/300
WEBS 3-12=-801/245, 5-12=-1054/119, 5-11=0/263, 5-10=-54/680
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 245 lb uplift at joint 15, 133 lb uplift at joint 9 and 415 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 156 lb up at 3-0-0, 29 lb down and 48 lb up at 5-0-12, and29 lb down and 48 lb up at 6-11-12, and 29 lb down and 49 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 12 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.
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, 13=0, 14=2, 20=0, 21=0
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 82
G01 1 12107061-12T Roof Special Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:ABp_3R3vgaeN6_ZtCrrbVAyf_ix-xRzZyVD8Wu2mNp?jiZVxi9TND5PDYM3JHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=4x4
=3x4 =1.5x4 =5x12
=4x8
=4x4
=4x8
=1.5x4
=6x8
=5x10 =1.5x4
=4x6
=3x8
=6x10
=6x6
=5x6
=5x6
=3x4
20 19
25
14
13 26 27 12
11
1
17 16 1518
2
10
3 9216722232458
4
T1
T2
T3 T4
W1
W16
B1 B5
B2
B3
B4W5
W6
W7 W8W9
W11
W10 W12 W13 W14W15
W3
W2
W4
1-4-4
11-11-12
0-10-12
-0-10-12
0-10-12
22-10-12
2-7-2
2-7-2
1-3-8
22-0-0
3-5-8
10-7-8
4-3-8
16-3-4
4-5-4
20-8-8
4-6-14
7-2-0
1-1-12
22-0-0
1-4-4
11-10-0
2-6-0
2-6-0
3-3-12
10-5-12
4-5-4
16-3-4
4-7-0
20-10-4
4-8-0
7-2-05-2-01-7-02-9-81-0-00-1-113-3-93-3-90-1-113-5-41-8-125-2-0Scale = 1:46.1
Plate Offsets (X, Y):[3:0-1-12,0-2-0], [5:0-2-12,0-2-0], [7:0-3-8,0-1-8], [9:0-2-11,0-2-8], [15:0-4-0,0-3-0]
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 0.53 Vert(LL)0.16 15-16 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.99 Vert(CT)-0.30 15-16 >874 180
TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(CT)0.12 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 118 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2,B4:2x4 SPF Stud, B5:2x6 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:6-11-7 oc bracing: 16-176-10-12 oc bracing: 15-16.
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)11=1357/0-6-0, (min. 0-2-3), 20=1027/0-6-0, (min. 0-1-11)
Max Horiz 20=136 (LC 11)
Max Uplift 11=-406 (LC 13), 20=-191 (LC 12)
Max Grav 11=1393 (LC 39), 20=1084 (LC 2)
2 2FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-1608/295, 3-21=-1595/334, 4-21=-1530/356, 4-5=-1571/343, 5-6=-3326/802, 6-7=-3256/786, 7-22=-2068/552,22-23=-2066/552, 23-24=-2065/552, 8-24=-2062/552, 8-9=-507/143, 2-20=-1022/212, 9-11=-1328/375
BOT CHORD 17-18=-319/1550, 16-17=-729/3112, 15-16=-730/3107, 6-15=-385/106, 14-25=-110/448, 13-25=-110/448,
13-26=-159/524, 26-27=-159/524, 12-27=-159/524
WEBS 3-17=-284/196, 4-17=-230/1170, 5-17=-2081/550, 5-15=-167/470, 13-15=-465/1704, 7-15=-241/1318, 7-13=-1056/333,8-13=-475/1874, 8-12=-1111/354, 9-12=-316/1191, 2-18=-231/1392
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 406 lb uplift at joint 11 and 191 lb uplift at joint 20.
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 71 lb up at 16-2-12, and 91 lb down and 71 lb up at18-2-12, and 91 lb down and 72 lb up at 20-2-12 on top chord, and 401 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.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 82
G02 1 12107061-12T Roof Special Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:tXFcLgZhl4ryamH7oC_3vvyf_br-PdXxArEmHCAd?zZvGG0AEM0d_VcEHk_SWMDmhpydmSW
Continued on page 2
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 #86735-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: 09/14/2021
Vert: 1-2=-51, 2-4=-51, 4-5=-51, 5-8=-61, 8-9=-51, 9-10=-51, 19-20=-20, 15-18=-20, 11-14=-20
Concentrated Loads (lb)
Vert: 7=-59, 13=-20, 23=-59, 24=-62, 25=-401, 26=-20, 27=-20
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 82
G02 1 12107061-12T Roof Special Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 2
ID:tXFcLgZhl4ryamH7oC_3vvyf_br-PdXxArEmHCAd?zZvGG0AEM0d_VcEHk_SWMDmhpydmSW
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 #86735-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: 09/14/2021
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)-0.03 3-4 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT)n/a -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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)3=380/ Mechanical, (min. 0-1-8), 4=407/0-6-0, (min. 0-1-8)
Max Horiz 4=70 (LC 9)
Max Uplift 3=-112 (LC 12), 4=-36 (LC 12)
Max Grav 3=421 (LC 18), 4=448 (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) 545 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.
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=-545
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 82
G03 1 12107061-12T Jack-Closed Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:6SikXJ2LeAYwYI33KNECC2yf_cV-PdXxArEmHCAd?zZvGG0AEM0hCVkWHweSWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=4x4
20
19 18 17 16 15 14 13
12
111
2 10
3 9
2221
84
75
6
W1
T1 T1
W1
B1
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 = 1:29
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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.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-C
Corner(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 left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 1.5x4 MT20 unless otherwise indicated.8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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 82
GE01 1 12107061-12T Common Supported Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:7YsJpwz8J1RsRgEOn_MnA5yf_w_-xRzZyVD8Wu2mNp?jiZVxi9TZ55VhYTTJHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=4x4
20
19 18 17 16 15 14 13
12
1 11
2 10
93
21 242322
84
5 7
6
W1
T1 T1
W1
B1
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 = 1:28.9
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.09 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 14-4-0.
(lb) -Max Horiz 20=103 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 12, 13, 14, 15, 17, 18, 19, 20
Max Grav All reactions 250 (lb) or less at joint(s) 12, 13, 14, 15, 16, 17,
18, 19, 20
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) 20, 12, 17, 18, 19, 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 82
GE02 1 12107061-12T Common Supported Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:X7XSRx?0cypQI7zzS6vUnjyf_vx-PdXxArEmHCAd?zZvGG0AEM0krVr5HwjSWMDmhpydmSW
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 #86735-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: 09/14/2021
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)n/a -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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.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 37), 6=156 (LC 38), 7=218 (LC 38)
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 82
GE03 1 12107061-12T Half Hip Supported Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:u4LLUf39QUSjPurxFgVfUmyf_vs-PdXxArEmHCAd?zZvGG0AEM0htVpWHwsSWMDmhpydmSW
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 #86735-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: 09/14/2021
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
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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
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 82
J01 4 12107061-12T Jack-Open Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:cb_OJOCFUmn?BZyKpa50PByf_me-PdXxArEmHCAd?zZvGG0AEM0gTVpuHweSWMDmhpydmSW
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 #86735-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: 09/14/2021
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)-0.04 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
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 82
J02 1 12107061-12T Diagonal Hip Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:o_hzCzXpuMJ1Yt5iSSbaX5yf_mC-PdXxArEmHCAd?zZvGG0AEM0fsVq8HweSWMDmhpydmSW
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 #86735-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: 09/14/2021
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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
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 82
J03 3 12107061-12T Jack-Open Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:IZtur4BE2YxMM?PATBwn9Nyf_cK-PdXxArEmHCAd?zZvGG0AEM0fsVooHweSWMDmhpydmSW
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 #86735-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: 09/14/2021
13.4212
13.4212
=3x4 =3x4
=3x4
=3x4
1
14 13 12
11
2 10
3 9
4
8
19
5 7
6
T1
T2
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):[6:Edge,0-3-0], [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 0.10 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 8 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: 8-9.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
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, 8, 9, 10, 14 except11=-148 (LC 16), 12=-114 (LC 17), 13=-145 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 8, 9, 10, 11, 12, 13, 14
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) 1, 8, 14, 10, 9 except (jt=lb) 12=113, 13=145, 11=147.
11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 11, 10, 9.
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 82
LAY01 1 12107061-12T Lay-In Gable Job Reference (optional)
Run: 8.51 S Aug 16 2021 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:DinXOEojx7NXYpTXUyzjzTzaevP-tp5KNBFO2VIUd685p_YPnaYvUvBC0Lrbl0yJEFydmSV
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 #86735-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: 09/14/2021
13.4212
13.4212
=3x4
=4x4
=3x4
12
11
1
15 14 13
10
2 9
8
3 7
2120
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 = 1:54.9
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 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 82 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
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 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-11
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All 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=-134 (LC 14),9=-124 (LC 17), 10=-127 (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, 8, 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=-299/286, 4-5=-234/292, 5-6=-235/269
WEBS 5-11=-358/215
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) 8, 11 except (jt=lb) 1=133, 13=151, 14=125, 15=143,
10=126, 9=124.
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 82
LAY02 1 12107061-12T Lay-In Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:vha1rPGA1VsAJWASby5FQHzaepe-tp5KNBFO2VIUd685p_YPnaYvmvB90L4bl0yJEFydmSV
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 #86735-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: 09/14/2021
612
=3x5
=5x8
=1.5x4
=4x6
=3x5
=5x8
8
7
6
51
2 4
129
1110
3
T1 T1
W1 W1
B1
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]
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 >767 180
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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
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 8 and 98 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 82
T01 4 12107061-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:1_Fofss6mMaLfs4izw3gbayf_lo-xRzZyVD8Wu2mNp?jiZVxi9TOK5OSYS_JHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=3x4 =3x4
=6x6
=3x4
=4x10
=1.5x4
=3x4
=8x10
=3x4
=3x4
=4x4
=3x4 =6x6
20
15
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], [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* W1:2x4 SPF No.2, 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=477/0-6-0, (min. 0-1-8), 12=1012/0-6-0, (min. 0-1-11),15=198/0-4-0, (min. 0-1-8)
Max Horiz 15=150 (LC 13)
Max Uplift 9=-133 (LC 17), 12=-117 (LC 16), 15=-108 (LC 12)
Max Grav 9=547 (LC 24), 12=1077 (LC 2), 15=323 (LC 43)
14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=0/486, 5-17=-384/148, 6-17=-326/165, 6-18=-330/144, 18-19=-342/127, 7-19=-449/119, 2-15=-308/252,
7-9=-470/218
BOT CHORD 4-12=-686/185, 11-12=-486/104, 9-10=-37/295
WEBS 3-12=-604/244, 4-11=-127/826, 5-11=-478/137
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 108 lb uplift at joint 15, 133 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 82
T02 1 12107061-12T Roof Special Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:e1kDRj2DSm3I148kHCKu6Syf_kF-xRzZyVD8Wu2mNp?jiZVxi9TQa5RUYOmJHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=3x4 =4x4
=1.5x4
=5x8
=3x5
=3x4
=3x4
=3x4
=4x12
=3x4
=4x4
=3x4
=5x8
15
22 23 14
13
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
6-4-12
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
2-3-4
14-6-0
4-8-12
12-2-12
6-4-4
6-4-4
7-0-0
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):[3:0-4-0,0-1-15], [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 >999 240 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* W1:2x4 SPF No.2, 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=536/0-6-0, (min. 0-1-8), 12=851/0-6-0, (min. 0-1-8),15=297/0-4-0, (min. 0-1-8)
Max Horiz 15=169 (LC 13)
Max Uplift 9=-130 (LC 17), 12=-68 (LC 16), 15=-138 (LC 16)
Max Grav 9=603 (LC 2), 12=898 (LC 2), 15=501 (LC 43)
15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-18=-438/239, 18-19=-437/239, 5-19=-436/240, 5-6=-436/225, 6-20=-397/196, 20-21=-414/180, 7-21=-515/171,
2-15=-457/276, 7-9=-508/248
BOT CHORD 15-22=-275/80, 22-23=-275/80, 14-23=-275/80, 13-14=-263/74, 12-13=-304/446, 4-12=-694/166, 10-11=-159/426,
9-10=-80/355
WEBS 4-11=-59/604, 5-11=-269/77, 3-14=-375/392, 3-13=-598/420
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 15-0-0, Exterior(2R) 15-0-0 to 18-0-0, Interior (1) 18-0-0 to 22-10-12
zone; 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 138 lb uplift at joint 15, 68 lb uplift at joint 12 and 130 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 82
T03 1 12107061-12T Roof Special Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:jcP9GzIGtcM2kWoHcZ9H5Tyf_hM-xRzZyVD8Wu2mNp?jiZVxi9TOU5POYPtJHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=3x4
=3x5
=1.5x4
=3x6
=3x4
=5x6
=3x4
=6x6
=3x6
=5x12 =4x6
=3x4
=5x8
15 14
1
1312 11
10
2
91617824
3 23
18 22
7419216205
T1
T2 T3
T4
W1
W7
B1
B2
B3
W3 W4 W5 W6
W2
21-1-0
0-5-8
15-0-8
0-10-12
-0-10-12
1-1-12
9-0-0
0-10-12
22-10-12
3-9-0
7-10-4
4-1-4
4-1-4
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):[2:0-0-12,0-1-8], [7:0-3-0,Edge], [8:0-1-1,0-1-12]
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 0.82 Vert(LL)-0.12 14-15 >778 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.86 Vert(CT)-0.24 14-15 >381 180
TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(CT)-0.02 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 98 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,W1,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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 8-0-0. except 10=0-6-0
(lb) -Max Horiz 15=121 (LC 13)
Max Uplift All uplift 100 (lb) or less at joint(s) 13, 14, 15 except 10=-126(LC 17)
Max Grav All reactions 250 (lb) or less at joint(s) except 10=680 (LC 41),
13=845 (LC 2), 14=281 (LC 41), 15=385 (LC 41)
16 16FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-18=-21/284, 5-20=-330/201, 6-20=-331/201, 6-21=-324/181, 7-21=-342/174, 7-22=-367/160, 22-23=-406/157,
23-24=-505/149, 8-24=-520/139, 2-15=-302/178, 8-10=-601/211
BOT CHORD 4-13=-676/124, 10-11=-48/330
WEBS 4-12=-54/630, 5-12=-740/115, 5-11=-86/523, 3-14=-325/135
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=125.
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 82
T04 1 12107061-12T Roof Special Job Reference (optional)
Run: 8.51 S Aug 16 2021 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:cTmNNb9QwkRqNaI7qhR90fyf_gE-xRzZyVD8Wu2mNp?jiZVxi9TOm5I6YOoJHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=2x4
=5x6
=4x4
=3x5
=3x4 =3x4
=6x6 =4x4
=3x8
=3x4
=3x6 =1.5x4
14
13 12 11 10
9
1
2
8157
16 19
3 6
17 18
54
T1
T2
T3
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 0.45 Vert(LL)-0.13 9-10 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.53 Vert(CT)-0.26 9-10 >990 180
TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(CT)0.03 9 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=835/0-6-0, (min. 0-1-14), 14=832/0-6-0, (min. 0-1-14)
Max Horiz 14=162 (LC 15)
Max Uplift 9=-124 (LC 17), 14=-142 (LC 16)
Max Grav 9=1179 (LC 41), 14=1195 (LC 41)
17 17FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1361/160, 15-16=-1260/162, 3-16=-1167/179, 3-17=-1068/195, 4-17=-951/220, 4-5=-817/218, 5-18=-912/202,6-18=-1020/178, 2-14=-1145/212
BOT CHORD 12-13=-178/1140, 11-12=-178/1140, 10-11=-98/849, 9-10=-117/720
WEBS 3-11=-363/152, 4-11=-70/270, 2-13=-60/1043, 6-9=-1134/178
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 14 and 124 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 82
T05 1 12107061-12T Hip Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:NHnqc8T61QbHtQixoRO0Xwyf_fr-xRzZyVD8Wu2mNp?jiZVxi9TTU5NCYJwJHiTC9NydmSX
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 #86735-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: 09/14/2021
612
=3x4
=5x6
=4x4
=3x4
=3x4
=4x6
=3x8
=3x5
=3x4
=3x4
=1.5x4
13
12 11 10
8
9
1
2
7146
19
3 5
1815
1716
4
T1
T2
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 12-13 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.36 Vert(CT)-0.09 12-13 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(CT)0.02 8 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: 8-9.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)8=821/0-6-0, (min. 0-1-8), 13=821/0-6-0, (min. 0-1-8)
Max Horiz 13=170 (LC 15)
Max Uplift 8=-132 (LC 17), 13=-149 (LC 16)
Max Grav 8=931 (LC 2), 13=931 (LC 2)
18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-1103/213, 3-14=-1023/236, 3-15=-811/227, 15-16=-734/239, 4-16=-724/255, 4-17=-724/244, 17-18=-731/228,5-18=-808/216, 5-19=-642/192, 6-19=-734/174, 2-13=-871/254, 6-8=-905/239
BOT CHORD 11-12=-204/915, 10-11=-204/915, 9-10=-132/644
WEBS 4-10=-57/382, 6-9=-125/764, 3-10=-370/176, 2-12=-88/811, 5-9=-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 13 and 132 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 82
T06 11 12107061-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:4CNcjZaNhUrs3yTsNXaMx1yf_fh-PdXxArEmHCAd?zZvGG0AEM0ewVm4HqFSWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=3x4
=5x6
=4x4
=3x4
=3x4 =3x8
=4x6
=6x6
=3x4
=3x4
=3x8 =1.5x4
14
13 12 11 10
9
1
2
8157
20191636
17 18
54
T1
T2
T3
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
5-10-4
11-8-8
5-10-4
5-10-4
1-3-8
12-10-4
5-8-8
11-6-12
5-10-4
5-10-4
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]
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 0.52 Vert(LL)-0.16 9-10 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.62 Vert(CT)-0.33 9-10 >782 180
TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.03 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 115 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 4-6-12 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=827/0-6-0, (min. 0-1-15), 14=826/0-6-0, (min. 0-1-14)
Max Horiz 14=166 (LC 15)
Max Uplift 9=-129 (LC 17), 14=-147 (LC 16)
Max Grav 9=1226 (LC 41), 14=1192 (LC 41)
19 19FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1449/160, 15-16=-1346/173, 3-16=-1248/180, 3-17=-1095/185, 4-17=-970/213, 4-5=-868/218, 5-18=-960/193,6-18=-1072/167, 2-14=-1136/212
BOT CHORD 12-13=-167/1204, 11-12=-167/1204, 10-11=-63/860, 9-10=-117/795
WEBS 3-11=-412/161, 5-10=0/304, 2-13=-61/1093, 6-9=-1191/171
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 14 and 129 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 82
T07 1 12107061-12T Hip Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:_KFFO_fCjq3EFdmy5jgE2oyf_eI-PdXxArEmHCAd?zZvGG0AEM0d8Vi0Hk_SWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=2x4
=5x6
=4x4
=3x4
=3x4
=3x8
=4x4 =6x6
=3x4
=3x4
=3x5 =1.5x4
14
13 12 11 10
9
1
2
81572416
23632217
2118
4 19 20 5
T1
T2
T3
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 9-10 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.14 9-10 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.02 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
WEBS 2x4 SPF Stud *Except* W6:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=849/0-6-0, (min. 0-1-11), 14=844/0-6-0, (min. 0-1-12)
Max Horiz 14=154 (LC 15)
Max Uplift 9=-112 (LC 17), 14=-134 (LC 16)
Max Grav 9=1096 (LC 41), 14=1128 (LC 41)
20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1256/178, 15-16=-1166/179, 3-16=-1085/193, 3-17=-1033/201, 17-18=-1015/211, 4-18=-913/225, 4-19=-834/234,19-20=-834/234, 5-20=-834/234, 5-21=-805/208, 21-22=-830/196, 6-22=-931/185, 2-14=-1078/217
BOT CHORD 12-13=-190/1043, 11-12=-190/1043, 10-11=-97/747, 9-10=-106/557
WEBS 3-11=-266/128, 6-10=-19/326, 2-13=-82/987, 6-9=-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 14 and 112 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 82
T08 1 12107061-12T Hip Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:HgAvsNlb4_xEbipI?iItqHyf_eB-PdXxArEmHCAd?zZvGG0AEM0eEVldHqwSWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=3x5
=3x4 =1.5x4
=4x12
=4x8
=3x4
=6x6
=5x12
=3x4
=3x4
=2x4
=6x6
=4x8
=4x6
=1.5x4
16 15 11
10
9
1
13 1214
2
17 81837
19 24
23
5 2120 22 64
T1
T2
T3
W1
W13
B1 B5
B2
B3
B4
W5
W6 W7
W10
W9 W11
W12
W3
W2
W4
W8
0-10-12
-0-10-12
0-10-12
22-10-12
2-7-2
2-7-2
4-1-8
11-10-0
4-10-8
16-8-8
5-1-6
7-8-8
5-3-8
22-0-0
2-6-0
2-6-0
4-3-4
11-10-0
5-0-4
16-10-4
5-0-12
7-6-12
5-1-12
22-0-05-5-41-7-02-9-81-0-00-1-115-3-95-3-90-1-115-5-4Scale = 1:45
Plate Offsets (X, Y):[3:0-1-8,0-2-0], [7:0-3-0,0-1-8], [12:0-3-0,0-2-8]
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 0.49 Vert(LL)-0.05 12-13 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.41 Vert(CT)-0.09 12-13 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.53 Horz(CT)0.06 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 116 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2,B4:2x4 SPF Stud
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=870/0-6-0, (min. 0-1-8), 16=860/0-6-0, (min. 0-1-10)
Max Horiz 16=141 (LC 15)
Max Uplift 9=-93 (LC 17), 16=-118 (LC 16)
Max Grav 9=965 (LC 41), 16=1023 (LC 41)
21 21FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-17=-1417/279, 17-18=-1368/288, 3-18=-1334/290, 3-19=-1271/220, 4-19=-1227/245, 4-20=-1302/267, 5-20=-1305/266,5-21=-1306/274, 21-22=-1304/274, 6-22=-1304/275, 6-23=-787/179, 23-24=-794/162, 7-24=-819/155, 2-16=-959/186,
7-9=-919/225
BOT CHORD 13-14=-362/1429, 12-13=-183/1099, 5-12=-480/153
WEBS 3-13=-443/196, 4-13=0/253, 4-12=-105/285, 10-12=-108/628, 6-12=-154/745, 6-10=-376/128, 7-10=-75/777,
2-14=-205/1221
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 7-8-8, Exterior(2R) 7-8-8 to 11-11-12, Interior (1) 11-11-12 to 16-8-8, Exterior(2R) 16-8-8 to 20-11-7, Interior (1) 20-11-7 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 93 lb uplift at joint 9 and 118 lb uplift at joint 16.
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 82
T09 1 12107061-12T Hip Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:9iyrGZ?m7RbGcxvLkcAoAiyf_ds-PdXxArEmHCAd?zZvGG0AEM0ebVlJHoNSWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=3x5
=3x4 =1.5x4 =4x12
=4x8
=4x4
=5x8
=6x6
=5x12
=3x5
=3x4
=3x4
=6x6
=4x8
=3x4
=1.5x4
17 16 12
11
10
1
14 1315
2
91838
19 2420
6 21 22 235 7
4
T1
T2
T3
T4
W1
W14
B1 B5
B2
B3
B4
W5
W6
W7 W8
W11
W10 W12
W3
W2 W13
W4
W9
0-10-12
-0-10-12
1-5-8
8-7-8
0-10-12
22-10-12
3-2-8
11-10-0
2-7-4
2-7-4
4-6-12
7-2-0
3-3-8
22-0-0
6-10-8
18-8-8
2-6-0
2-6-0
3-1-12
22-0-0
3-4-4
11-10-0
5-11-12
8-5-12
7-0-4
18-10-45-2-01-7-02-9-81-0-00-1-114-3-94-3-90-1-114-5-40-8-125-2-0Scale = 1:46.1
Plate Offsets (X, Y):[3:0-1-12,0-2-0], [13:0-3-0,0-2-8]
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 0.71 Vert(LL)-0.08 13-14 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.44 Vert(CT)-0.19 11-12 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.53 Horz(CT)0.07 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 117 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2,B4:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W10:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:9-3-6 oc bracing: 14-156-0-0 oc bracing: 10-11.
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)10=883/0-6-0, (min. 0-1-8), 17=858/0-6-0, (min. 0-1-8)
Max Horiz 17=138 (LC 15)
Max Uplift 10=-185 (LC 17), 17=-112 (LC 16)
Max Grav 10=929 (LC 2), 17=929 (LC 2)
22 22FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-18=-1347/338, 3-18=-1294/349, 3-19=-1249/281, 19-20=-1191/284, 4-20=-1186/297, 4-5=-1611/390, 5-6=-1754/387,6-21=-1814/412, 21-22=-1812/412, 22-23=-1812/412, 7-23=-1812/412, 7-24=-685/175, 8-24=-721/166, 2-17=-874/232,8-10=-925/238
BOT CHORD 14-15=-402/1308, 13-14=-313/1515, 6-13=-584/185
WEBS 3-14=-360/177, 4-14=-213/1230, 5-14=-1046/234, 5-13=-91/326, 11-13=-136/509, 7-13=-266/1238, 7-11=-522/183,
2-15=-250/1162, 8-11=-121/870
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 185 lb uplift at joint 10 and 112 lb uplift at joint 17.
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 82
T10 1 12107061-12T Roof Special Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:woUj5wW6ELtIeO7PCQwftZyf_dC-PdXxArEmHCAd?zZvGG0AEM0aAVlrHoNSWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=3x4
=3x4 =1.5x4
=3x4
=4x12
=4x6
=1.5x4 =5x8
=3x5
=3x4
=1.5x4
=6x6
=3x5 =1.5x4
15 14 10
9
8
1
12 1113
2
76
3 5
1816
17
4
T1
T2
T3
W8
W1
B1
B2
B3
B2
B1
W7
W5
W6
W4 W4
W3
W2
4-2-124-6-4
0-9-8
12-7-8
0-10-12
-0-10-12
1-8-8
14-4-0
2-6-0
2-6-0
4-8-0
11-10-0
4-8-0
7-2-0
0-7-12
12-5-12
1-10-4
14-4-0
2-6-0
2-6-0
4-8-0
11-10-0
4-8-0
7-2-05-2-01-7-02-3-91-2-91-4-51-0-00-1-112-3-92-3-90-1-112-5-42-8-125-2-0Scale = 1:40.9
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL)-0.14 11-12 >999 240 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.60 Vert(CT)-0.20 11-12 >847 180
TCDL 10.0 Rep Stress Incr YES WB 0.29 Horz(CT)0.14 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 61 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)8=510/ Mechanical, (min. 0-1-8), 15=553/0-6-0, (min. 0-1-8)
Max Horiz 15=91 (LC 13)
Max Uplift 8=-78 (LC 17), 15=-96 (LC 16)
Max Grav 8=565 (LC 41), 15=626 (LC 2)
23 23FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-803/297, 3-16=-694/252, 4-16=-657/268, 4-17=-626/284, 17-18=-659/268, 5-18=-696/268, 5-6=-683/210,
2-15=-575/248
BOT CHORD 12-13=-177/592, 11-12=-177/592, 9-10=-124/405, 8-9=-128/415
WEBS 6-8=-678/209, 4-12=-7/285, 2-13=-190/672
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 2-3-7, Interior (1) 2-3-7 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-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)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 8 and 96 lb uplift at joint 15.
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 82
T11 1 12107061-12T Roof Special Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:a5DFc1feP1Ob4E2jvy8TN5yf_d0-PdXxArEmHCAd?zZvGG0AEM0c2ViKHs7SWMDmhpydmSW
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 #86735-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: 09/14/2021
612
=3x4
=5x8
=1.5x4
=4x6
=3x4
=5x8
8
7
6
1 5
2 4
9 141013
11 12
3
T1 T1
W1 W1
B1
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 = 1:30.2
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 7-8 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.43 Vert(CT)-0.19 7-8 >890 180
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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)6=548/0-6-0, (min. 0-1-8), 8=548/0-6-0, (min. 0-1-8)
Max Horiz 8=105 (LC 15)
Max Uplift 6=-100 (LC 17), 8=-100 (LC 16)
Max Grav 6=623 (LC 2), 8=623 (LC 2)
24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-9=-564/187, 9-10=-514/195, 10-11=-458/202, 3-11=-446/220, 3-12=-446/220, 12-13=-458/202, 13-14=-514/195,4-14=-564/186, 2-8=-530/285, 4-6=-530/285
BOT CHORD 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 8 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 82
T12 2 12107061-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Tue Sep 14 09:42:54 Page: 1
ID:PFaXs4kP?t8lo9VtFCFtcMyf_cw-PdXxArEmHCAd?zZvGG0AEM0aOVl_Hv4SWMDmhpydmSW