HomeMy WebLinkAbout42230036 - GR2 132 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166 Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under my direct supervision and control based on the parameters provided by Stark Truss Inc.
07/11/2022
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Indiana Residential Building Code 2020 based on IRC 2018 with Indiana specific amendments.
675 IAC 14-4.4-81 Section R802.10.1; truss design drawings, R802.10.1; truss design drawings shall
be provided to the building official as required by the General Administrative Rules (675 IAC 12) for
Class 1 structures or by local ordinance for Class 2 structures.
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2014 Chapter 2.
Warning !—Verify design parameters and read notes before use. These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D’Onofrio Drive, Madison, WI 53719
Job: 2208401-12T
25 truss design(s)
94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
DE JOB # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x6
=4x6
=3x5
=4x8
=4x10
=3x4
=4x6
=3x4
=3x8 =1.5x4
=3x4
=4x10
=4x8
=3x5
=4x6
=3x6
33 34 35 36
18
17 29 30 16 31 32 15 14 13 12
11
1 10
2 9
4 5 6 24 25 7222321 26202719 283 8
T1
T2 T3
T1
W1 W1
B1 B2
W3 W4 W5 W4 W5 W4 W5 W4 W3
W2 W2
0-10-12
22-10-12
0-10-12
-0-10-12
1-5-8
1-5-8
1-5-8
22-0-0
4-8-6
20-6-8
4-8-6
6-1-14
4-10-2
11-0-0
4-10-2
15-10-2
1-3-12
1-3-12
1-3-12
22-0-0
4-10-2
20-8-4
4-10-2
6-1-14
4-10-2
15-10-2
4-10-2
11-0-02-3-141-4-30-1-4
2-2-102-2-100-1-42-3-14Scale = 1:44.2
Plate Offsets (X, Y):[2:0-2-14,0-2-0], [3:0-4-12,0-1-8], [8:0-4-12,0-1-8], [9:0-2-14,0-2-0], [13:0-3-8,0-2-0], [16:0-3-8,0-2-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.25 14 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.82 Vert(CT) -0.38 14 >684 240
TCDL 10.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.06 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 90 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (2-9-4 max.): 3-8.
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) 11=881/0-6-0, (min. 0-1-13), 18=881/0-6-0, (min. 0-1-13)
Max Horiz 18=86 (LC 11)
Max Uplift 11=-420 (LC 8), 18=-420 (LC 9)
Max Grav 11=1138 (LC 36), 18=1138 (LC 36)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-859/337, 3-19=-2793/920, 19-20=-2794/920, 20-21=-2794/920, 4-21=-2795/920, 4-22=-3468/1117,22-23=-3468/1117, 5-23=-3468/1117, 5-6=-3468/1117, 6-24=-3468/1117, 24-25=-3468/1117, 7-25=-3468/1117,7-26=-2795/920, 26-27=-2794/920, 27-28=-2794/920, 8-28=-2793/920, 8-9=-859/337, 2-18=-1163/426, 9-11=-1163/426
BOT CHORD 17-29=-329/804, 29-30=-329/804, 16-30=-329/804, 16-31=-934/2793, 31-32=-934/2793, 15-32=-934/2793,
14-15=-934/2793, 14-33=-925/2793, 33-34=-925/2793, 13-34=-925/2793, 13-35=-309/800, 35-36=-309/800,
12-36=-309/800
WEBS 3-17=-602/230, 3-16=-666/2182, 4-16=-750/257, 4-14=-223/728, 6-14=-439/159, 7-14=-223/728, 7-13=-750/257,
8-13=-666/2182, 8-12=-602/230, 2-17=-387/1038, 9-12=-388/1038
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
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 420 lb uplift at joint 18 and 420 lb uplift at joint 11.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 132 lb up at 1-5-8, 69 lb down and 35 lb up at 3-0-0, 69lb down and 35 lb up at 5-0-0, 69 lb down and 35 lb up at 7-0-0, 69 lb down and 35 lb up at 9-0-0, 69 lb down and 35 lb up at 11-0-0, 69 lb down and 35 lb up at 13-0-0, 69lb down and 35 lb up at 15-0-0, 69 lb down and 35 lb up at 17-0-0, and 69 lb down and 35 lb up at 19-0-0, and 119 lb down and 132 lb up at 20-6-8 on top chord, and 32 lbdown and 50 lb up at 1-5-8, 23 lb down and 21 lb up at 3-0-0, 23 lb down and 21 lb up at 5-0-0, 23 lb down and 21 lb up at 7-0-0, 23 lb down and 21 lb up at 9-0-0, 23 lbdown and 21 lb up at 11-0-0, 23 lb down and 21 lb up at 13-0-0, 23 lb down and 21 lb up at 15-0-0, 23 lb down and 21 lb up at 17-0-0, and 23 lb down and 21 lb up at19-0-0, and 32 lb down and 50 lb up at 20-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
G01 1 12208401-12T Hip Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:Vic_Yr?PF9E7FzijGkAh?SyS99x-?1rUzV8uJTxA1d10vi6lV8sUUmbBeTlTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
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, 3-8=-61, 8-9=-51, 9-10=-51, 11-18=-20
Concentrated Loads (lb)
Vert: 3=31, 17=3, 14=1, 8=31, 12=3, 29=1, 30=1, 31=1, 32=1, 33=1, 34=1, 35=1, 36=1
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
G01 1 12208401-12T Hip Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 2
ID:Vic_Yr?PF9E7FzijGkAh?SyS99x-?1rUzV8uJTxA1d10vi6lV8sUUmbBeTlTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=MT18HS 12x18
=10x10
=4x4
=6x8 =5x8
=10x10
=3x6
=8x8
=12x12
11
14 15 10 16 17 9 8 18 19 20 7 21 22
6
51
2 4
12 13
3
T1 T1
W1 W1
B1 B2
W5
W6 W7W4W3
W2 W8
5-4-0
5-4-0
5-4-0
22-0-0
5-8-0
16-8-0
5-8-0
11-0-0
4-7-13
22-0-0
5-4-0
5-4-0
5-8-0
11-0-0
6-4-3
17-4-31-4-38-8-3Scale = 1:45.7
Plate Offsets (X, Y):[1:Edge,0-11-0], [2:0-0-12,0-1-8], [5:0-6-0,0-11-8], [7:0-4-0,0-4-12], [8:0-5-0,0-6-4], [10:0-3-8,0-6-0]
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 0.33 Vert(LL)-0.09 8-10 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.45 Vert(CT)-0.17 8-10 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(CT)0.03 6 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 487 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x8 SP 2400F 2.0E
WEBS 2x4 SPF Stud *Except* W5,W2,W8:2x4 SPF No.2, W1:2x8 SP 2400F2.0E
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)6=9894/0-6-0, (min. 0-2-12), 11=11492/0-6-0, (min. 0-3-3)
Max Horiz 11=-232 (LC 10)
Max Uplift 6=-1704 (LC 13), 11=-1970 (LC 12)
Max Grav 6=9916 (LC 19), 11=11514 (LC 18)
3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-13991/2397, 2-12=-9420/1682, 3-12=-9383/1704, 3-13=-9383/1706, 4-13=-9428/1684, 4-5=-11856/2034,
1-11=-9640/1685, 5-6=-8460/1481
BOT CHORD 11-14=-636/2768, 14-15=-636/2768, 10-15=-636/2768, 10-16=-2019/11518, 16-17=-2019/11518, 9-17=-2019/11518,8-9=-2019/11518, 8-18=-1566/9358, 18-19=-1566/9358, 19-20=-1566/9358, 7-20=-1566/9358, 7-21=-382/2061,21-22=-382/2061, 6-22=-382/2061
WEBS 3-8=-1714/9933, 4-8=-1965/501, 4-7=-391/2436, 2-8=-4667/946, 2-10=-857/5254, 1-10=-1467/8917, 5-7=-1288/7895
NOTES
1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-5-0 oc.
Web connected as follows: 2x4 - 1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to
distribute only loads noted as (F) or (B), unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
6)Unbalanced snow loads have been considered for this design.
7)All plates are MT20 plates unless otherwise indicated.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1970 lb uplift at joint 11 and 1704 lb uplift at joint 6.
10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1627 lb down and 272 lb up at 2-0-12, 1627 lb down and 272 lb up at4-0-12, 3289 lb down and 554 lb up at 5-5-4, 1667 lb down and 281 lb up at 6-0-12, 1667 lb down and 281 lb up at 8-0-12, 1666 lb down and 281 lb up at 10-0-12, 1666 lb
down and 281 lb up at 12-0-12, 1666 lb down and 281 lb up at 14-0-12, 1666 lb down and 281 lb up at 16-0-12, and 1666 lb down and 281 lb up at 18-0-12, and 1667 lb
down and 281 lb up at 20-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
G02 1 32208401-12T Common Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:xc5jZdCci56B7onvebU4uaySC3c-TDPsAr8W4m30fnbCSQd_2LPjuA0BNy0chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-3=-51, 3-5=-51, 6-11=-20
Concentrated Loads (lb)
Vert: 9=-1666, 10=-3289, 14=-1627, 15=-1627, 16=-1667, 17=-1667, 18=-1666, 19=-1666, 20=-1666, 21=-1666, 22=-1667
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
G02 1 32208401-12T Common Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 2
ID:xc5jZdCci56B7onvebU4uaySC3c-TDPsAr8W4m30fnbCSQd_2LPjuA0BNy0chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =3x6 =3x6
=3x6
=3x6 =5x6
=3x6
=3x4
=3x6
=3x5
=3x4
=3x5
=4x6
=5x6
37
36 35 34 33 32 31 30 2928 27 2625 24 23 22
21
1
202
193
4 5550
5
6 1875451178
9
10 16
115212 13 145315
W1
T2
T1
T3
T4
T1
W1
B1 B1B2
W2
W5W3
W4
W6 W7
ST8ST8ST7
ST6
ST5
ST4
ST3
ST2
ST1
ST8 ST7 ST9 ST10
ST4 ST11 ST12
ST1
0-10-12
-0-10-12
2-3-0
36-6-0
6-0-9
21-3-5
6-0-0
34-3-0
6-11-11
28-3-0
15-2-11
15-2-11
2-0-0
32-3-0
2-0-0
30-3-0
2-0-0
28-3-0
2-0-0
26-3-0
2-0-0
24-3-0
4-3-0
36-6-0
22-3-0
22-3-011-6-01-4-30-3-80-3-811-2-811-6-0Scale = 1:65.3
Plate Offsets (X, Y):[11:0-3-0,0-0-2], [15:0-4-8,0-2-8], [21:Edge,0-3-8], [29:0-2-4,0-1-8], [47:0-1-13,0-0-12], [49:0-1-13,0-0-12]
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 0.66 Vert(LL)-0.06 22-23 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(CT)-0.12 22-23 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT)-0.01 24 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 248 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W2:2x4 SPF No.2
OTHERS 2x4 SPF Stud *Except* ST8,ST7,ST6,ST5:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 11-15.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:10-0-0 oc bracing: 23-24,22-23,21-22.
WEBS 1 Row at midpt 13-27, 12-28, 10-30, 9-31, 14-26,
16-24, 18-24
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 22-8-0. except 21=0-6-0
(lb) -Max Horiz 37=331 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 26, 27, 28, 32, 33, 34, 35
except 21=-119 (LC 16), 24=-348 (LC 17), 31=-107 (LC 16),
36=-234 (LC 16), 37=-160 (LC 49)
Max Grav All reactions 250 (lb) or less at joint(s) 26, 27, 28, 31, 32, 33,34, 35, 37 except 21=471 (LC 41), 24=1095 (LC 51), 30=286(LC 41), 36=360 (LC 49)
5 5FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-202/315, 5-50=-26/274, 5-6=0/272, 8-51=0/273, 8-9=-8/296, 9-10=-38/344, 10-11=-63/280, 11-52=-51/274,12-52=-51/274, 12-13=-51/274, 13-14=-51/274, 14-53=-51/274, 15-53=-51/274, 15-16=-99/299, 16-17=-60/421,18-55=-328/211, 19-55=-388/192, 19-20=-459/169, 20-21=-329/111
BOT CHORD 36-37=-342/239, 35-36=-342/239, 34-35=-342/239, 33-34=-342/239, 32-33=-342/239, 31-32=-342/239, 30-31=-342/239,29-30=-342/239, 28-29=-342/239, 27-28=-342/239, 26-27=-342/239, 25-26=-342/239, 24-25=-342/239, 23-24=-105/311,22-23=-121/332, 21-22=-121/332
WEBS 16-24=-510/192, 18-23=0/305, 18-24=-667/279
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3E) -0-10-12 to 2-9-1, Exterior(2N) 2-9-1 to 15-2-11, Corner(3R) 15-2-11 to 18-10-8, Exterior(2N) 18-10-8 to 21-3-5, Corner(3R) 21-3-5 to 24-11-1, Exterior(2N) 24-11-1
to 36-4-4 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=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)All plates are 1.5x4 MT20 unless otherwise indicated.
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.
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
GE01 1 12208401-12T Piggyback Base Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:tPAXcVFKJHU7LA2UBZQWSZySD2p-TDPsAr8W4m30fnbCSQd_2LPekA0tN4dchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
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) 27, 28, 32, 33, 34, 35, 26 except (jt=lb) 37=160, 21=118,
31=106, 36=234, 24=348.
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.
14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
GE01 1 12208401-12T Piggyback Base Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 2
ID:tPAXcVFKJHU7LA2UBZQWSZySD2p-TDPsAr8W4m30fnbCSQd_2LPekA0tN4dchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=6x6
=5x6
=3x5
=3x6
=3x8
=8x8
=2x4
=3x6
=3x4
=3x6
=8x8
=3x8
=3x6
=3x5
=5x6
=6x6
=3x4
19
18 17 16 15 14 13 12
11
1 102
34 41
4035
93393648
5 37 6 38 7
T2
T1
T3
T4
T1
W1 W10B1B1B2
W3 W4
W5 W6 W6 W5
W7 W8
W2 W9
ST8
ST7ST6ST5
ST4
ST3
ST1
ST2
0-10-12
-0-10-12
4-3-5
19-0-0
4-3-5
23-3-5
7-5-6
14-8-11
7-5-10
30-8-14
7-3-5
7-3-5
7-9-2
38-6-0
7-3-5
7-3-5
7-3-10
14-6-15
7-4-5
38-6-0
7-8-11
31-1-11
8-10-1
23-5-11-8-31-4-311-6-0Scale = 1:67.2
Plate Offsets (X, Y):[2:0-3-0,0-3-13], [4:0-2-8,Edge], [5:0-5-12,0-2-0], [7:0-5-12,0-2-0], [10:0-3-0,0-1-8], [11:Edge,0-1-8], [32:0-1-9,0-0-12]
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)-0.14 13-16 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.31 13-16 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.71 Horz(CT)0.06 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 241 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 1650F 1.5E *Except* T3:2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4,W5,W6,W7:2x4 SPF No.2
OTHERS 2x4 SPF Stud *Except* ST8,ST7:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-7-11 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 9-11-7 oc bracing.
WEBS 1 Row at midpt 3-16, 6-16, 6-13, 9-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)11=1390/ Mechanical, (min. 0-1-8), 18=150/2-6-0, (min.
0-2-12), 19=1304/2-6-0, (min. 0-2-12)
Max Horiz 19=330 (LC 13)
Max Uplift 11=-272 (LC 17), 19=-347 (LC 16)
Max Grav 11=1682 (LC 41), 18=264 (LC 7), 19=1591 (LC 41)
7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-34=-2112/325, 34-35=-2023/327, 3-35=-1884/349, 3-36=-1849/320, 4-36=-1795/322, 4-5=-1637/358, 5-37=-1352/374,
6-37=-1352/374, 6-38=-1374/377, 7-38=-1374/377, 7-8=-1663/365, 8-39=-1828/329, 9-39=-1877/328, 9-40=-2001/350,
40-41=-2132/329, 10-41=-2240/326, 2-19=-1663/328, 10-11=-1612/303
BOT CHORD 18-19=-350/372, 17-18=-350/372, 16-17=-330/1683, 15-16=-171/1369, 14-15=-171/1369, 13-14=-171/1369,
12-13=-201/1794
WEBS 3-16=-491/292, 5-16=-86/510, 6-16=-291/224, 7-13=-87/525, 9-13=-595/308, 2-17=-120/1630, 10-12=-126/1646
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -0-10-12 to 2-11-7, Interior (1) 2-11-7 to 14-8-11, Exterior(2R) 14-8-11 to 20-2-1, Interior (1) 20-2-1 to 23-3-5, Exterior(2R) 23-3-5 to 28-8-10, Interior (1) 28-8-10 to
38-4-4 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=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)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.11)Refer to girder(s) for truss to truss connections.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 19 and 272 lb uplift at joint 11.
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.
14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
GE02 1 12208401-12T Piggyback Base Structural Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:KUWvs1D8WYGp9LzUmOHucEySCyO-?1rUzV8uJTxA1d10vi6lV8sRWme9eWLTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
GE02 1 12208401-12T Piggyback Base Structural Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 2
ID:KUWvs1D8WYGp9LzUmOHucEySCyO-?1rUzV8uJTxA1d10vi6lV8sRWme9eWLTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =3x5
=3x6
=5x6
=3x6 =3x6
=5x6
=3x6
=3x4
=3x4
49
48 47 46 45 44 43 42 41 40 39 38 37 3635 34 33 32 31 30 29 28
27
1 262325
4 24
5550523
6 22
5451721
8 20
9 191018
1112 1352 14 5315 1617
W1
T2
T1
T3
T4
T1
W2
B1 B1B2
ST1
ST2
ST3
ST4
ST5
ST6
ST7
ST8 ST8 ST8 ST8 ST8
ST7
ST6
ST5
ST4
ST3
ST2
ST1
0-10-12
-0-10-12
8-6-9
23-3-5
14-8-11
14-8-11
15-2-11
38-6-0
38-6-01-8-31-4-311-6-0Scale = 1:67.2
Plate Offsets (X, Y):[11:0-4-8,0-2-8], [17:0-4-8,0-2-8]
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 0.31 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.17 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.01 27 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 254 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF No.2 *Except* ST1,ST2,ST3,ST4:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 11-17.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 8-43, 10-42, 12-41, 13-39, 14-38,
15-37, 16-35, 18-34, 20-33
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS All bearings 38-6-0.
(lb) -Max Horiz 49=330 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 29, 30, 31, 32, 33, 34, 37,
38, 39, 42, 43, 44, 45, 46, 47 except 27=-220 (LC 15), 28=-213
(LC 17), 48=-345 (LC 13), 49=-337 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 29, 30, 31, 32, 33, 34,35, 37, 38, 39, 41, 42, 43, 44, 45, 46, 47 except 27=257 (LC14), 28=293 (LC 15), 48=391 (LC 14), 49=381 (LC 13)
9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 7-8=-178/298, 8-9=-218/364, 9-10=-204/367, 10-11=-245/413, 11-12=-212/371, 12-13=-212/371, 13-52=-212/371,14-52=-212/371, 14-53=-212/371, 15-53=-212/371, 15-16=-212/371, 16-17=-212/371, 17-18=-245/413, 18-19=-200/367,19-20=-218/364, 20-21=-178/298
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3E) -0-10-12 to 3-0-0, Exterior(2N) 3-0-0 to 14-8-11, Corner(3R) 14-8-11 to 18-6-15, Exterior(2N) 18-6-15 to 23-3-5, Corner(3R) 23-3-5 to 27-0-0, Exterior(2N) 27-0-0 to
38-4-4 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)All plates are 1.5x4 MT20 unless otherwise indicated.9)Gable requires continuous bottom chord bearing.
10)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
11)Gable studs spaced at 2-0-0 oc.
12)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
13)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 47, 46, 45, 44, 43, 42, 39, 38, 37, 34, 33, 32, 31, 30, 29
except (jt=lb) 49=336, 27=219, 48=345, 28=213.
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
GE03 1 12208401-12T Piggyback Base Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:M9iltz8lbdDSeqTHBpqU4aySD6p-TDPsAr8W4m30fnbCSQd_2LPkCA5YN6schkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
14)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.
15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
GE03 1 12208401-12T Piggyback Base Supported Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 2
ID:M9iltz8lbdDSeqTHBpqU4aySD6p-TDPsAr8W4m30fnbCSQd_2LPkCA5YN6schkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =3x4
=4x4
=3x4 =3x4
20
19 18 17 16 15 14 13
12
1 11
2 10
3 9
21 22
4 8
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
14-4-01-4-36-1-8Scale = 1:34.1
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.08 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 67 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=191 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 14, 15, 17, 18 except
12=-122 (LC 13), 13=-126 (LC 12), 19=-141 (LC 13), 20=-142
(LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 12, 13, 14, 15, 16, 17,
18, 19, 20
11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=-126/276, 6-7=-126/276
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-10-12 to 2-1-4, Exterior(2N) 2-1-4 to 7-2-0, 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) 17, 18, 15, 14 except (jt=lb) 20=141, 12=121, 19=140,13=126.
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 132
GE04 1 12208401-12T Common Supported Gable Job Reference (optional)
Run: 8.53 S Jan 25 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:ejkvU36mXyj1njoNrONlqazkYdw-TDPsAr8W4m30fnbCSQd_2LPmsA6zN6KchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x6 =3x4 =3x4
1 5 4
2
3
W1
T1 W2
B1
0-10-12
-0-10-12
2-0-0
2-0-0
0-1-8
2-0-0
1-10-8
1-10-82-3-60-8-112-0-11Scale = 1:24.7
Plate Offsets (X, Y):[4:Edge,0-2-0], [5:0-3-12,0-1-8]
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 0.14 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)0.00 4-5 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT)n/a -n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 8 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 2-0-0 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)4=44/ Mechanical, (min. 0-1-8), 5=130/0-4-0, (min. 0-1-8)
Max Horiz 5=66 (LC 16)
Max Uplift 4=-42 (LC 16), 5=-23 (LC 16)
Max Grav 4=58 (LC 23), 5=184 (LC 23)
12 12FORCES (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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) 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 23 lb uplift at joint 5 and 42 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 132
J01 4 12208401-12T Jack-Closed Job Reference (optional)
Run: 8.51 S Oct 22 2021 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:hQLrac2tkX3KETUOoZ?5dZyT7Y_-3ejkYp6eorhSoKtdnH4HQjnFdz5vAnxA?m?zPjyz82E
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
8 12
=3x4 =3x4
5
4
1
2
3
W1
T1
B1
0-10-12
-0-10-12
1-5-8
1-5-8
1-5-82-3-141-4-32-3-14Scale = 1:21.7
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(CT)0.00 4-5 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT)-0.01 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 6 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 1-5-8 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)3=16/ Mechanical, (min. 0-1-8), 4=9/ Mechanical, (min. 0-1-8),
5=120/0-6-0, (min. 0-1-8)
Max Horiz 5=59 (LC 13)
Max Uplift 3=-41 (LC 16), 4=-15 (LC 16), 5=-1 (LC 16)
Max Grav 3=33 (LC 30), 4=28 (LC 14), 5=168 (LC 23)
13 13FORCES (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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
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 1 lb uplift at joint 5, 15 lb uplift at joint 4 and 41 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 132
J02 11 12208401-12T Jack-Open Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:CI?cTq5UIIXMR7Ra?nPcuLySDJo-?1rUzV8uJTxA1d10vi6lV8saBmmaehQTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
5.6612
=3x4 =3x4
5
4
1
2
3
W1
T1
B1
1-3-3
-1-3-3
1-11-4
1-11-4
1-11-42-3-21-4-32-3-20-9-0Scale = 1:21.6
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 0.18 Vert(LL)0.00 4-5 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(CT)0.00 4-5 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT)-0.01 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 7 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 1-11-4 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=-6/ Mechanical, (min. 0-1-8), 4=-1/ Mechanical, (min. 0-1-8),
5=112/0-8-2, (min. 0-1-8)
Max Horiz 5=60 (LC 11)
Max Uplift 3=-58 (LC 16), 4=-14 (LC 11), 5=-40 (LC 12)
Max Grav 3=32 (LC 8), 4=20 (LC 7), 5=176 (LC 19)
14 14FORCES (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=5.0psf; BCDL=5.0psf; h=30ft; 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 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 40 lb uplift at joint 5, 14 lb uplift at joint 4 and 58 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.
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=-25 (F=13, B=13), 5=0 (F=10, B=10)-to-4=-10 (F=5, B=5)
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
J03 2 12208401-12T Diagonal Hip Girder Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:GoZq0qVtlEGm_6u3Ms0280ySDHz-?1rUzV8uJTxA1d10vi6lV8sbVmnCehQTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
14.4212
=3x4 =3x4
=4x4
=3x4
1 11
21 20 19 1817 16 15 14 13 12
102
93
84
2726
75
6
T1 T1
B1 B2
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
0-2-13
18-10-3
9-2-4
18-7-6
9-5-2
9-5-2
18-10-311-4-30-0-411-0-8Scale = 1:52.5
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 0.08 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.16 Horiz(TL)0.01 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 110 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud *Except* ST5,ST4:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-16, 5-17, 7-15
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS All bearings 18-10-3.
(lb) -Max Horiz 1=-318 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 11, 12, 16, 21 except 1=-175
(LC 14), 13=-185 (LC 17), 14=-168 (LC 17), 15=-165 (LC 17),
17=-167 (LC 16), 19=-168 (LC 16), 20=-182 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 11, 12, 13, 14, 15, 17,
19, 20, 21 except 1=289 (LC 16), 16=283 (LC 17)
15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-448/288, 2-3=-344/244, 9-10=-303/198, 10-11=-402/284
BOT CHORD 1-21=-205/300, 20-21=-205/300, 19-20=-205/300, 18-19=-205/300, 17-18=-205/300, 16-17=-205/300, 15-16=-205/300,
14-15=-205/300, 13-14=-205/300, 12-13=-205/300, 11-12=-205/300
WEBS 6-16=-262/200
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) 0-0-3 to 3-0-3, Interior (1) 3-0-3 to 9-5-5, Exterior(2R) 9-5-5 to 12-5-5, Interior (1) 12-5-5 to 18-10-7 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)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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 16, 21, 12 except (jt=lb) 1=174, 17=167, 19=167,
20=182, 15=164, 14=167, 13=184.
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 132
LAY01 1 12208401-12T Lay-In Gable Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:e4?St7oYQCJeNTkokM2AHfzs7gO-TDPsAr8W4m30fnbCSQd_2LPnpA6oN6BchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
8 12
=3x4
=4x4
=1.5x4 =3x4
1 5
6
2 4
3
T1 T1
B1
ST1
0-8-12
5-11-13
0-8-12
0-8-12
2-3-3
5-3-1
2-3-3
2-11-15
4-6-52-0-30-4-7
0-1-10-0-1-101-10-91-10-9Scale = 1:20.4
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT)n/a -n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 15 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 4-6-5.
(lb) -Max Horiz 2=-50 (LC 14), 7=-50 (LC 14)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 4, 6, 7, 11
Max Grav All reactions 250 (lb) or less at joint(s) 2, 4, 6, 7, 11
16 16FORCES (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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plategrip 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)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 4-0-0 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) 2, 4, 6, 2, 4.
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.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
P01 4 12208401-12T Piggyback Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:lU3mhEjgxsvz0xcfv5jLQBySD9y-?1rUzV8uJTxA1d10vi6lV8sdOmn3eh7TS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =1.5x4 =1.5x4
=4x4
=1.5x4 =1.5x4 =1.5x4
=3x4
71
10 9 8
62
53
17 18
4
T1 T1
B1
ST2
ST1 ST1
0-8-12
8-5-13
0-8-12
0-8-12
3-6-3
7-9-1
3-6-3
4-2-15
7-0-52-10-30-4-7
0-1-10-0-1-102-8-92-8-9Scale = 1:23.1
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.03 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.00 6 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 24 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 7-0-5.
(lb) -Max Horiz 2=72 (LC 15), 11=72 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 6, 8, 10, 11, 14
Max Grav All reactions 250 (lb) or less at joint(s) 2, 6, 8, 9, 10, 11, 14
17 17FORCES (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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) 0-3-5 to 3-3-5, Exterior(2N) 3-3-5 to 4-3-5, Corner(3R) 4-3-5 to 7-4-9, Exterior(2N) 7-4-9 to 8-3-4 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) 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)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) 2, 6, 10, 8, 2, 6.
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.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
P02 2 12208401-12T Piggyback Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:JOX5ge?9h1gl8WUco2ipLyySDDS-TDPsAr8W4m30fnbCSQd_2LPo7A7lN7achkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =1.5x4
=4x4
=3x4
51
6
42
1514
3
T1 T1
B1
ST1
0-8-12
0-8-12
0-8-12
8-5-13
3-6-3
4-2-15
3-6-3
7-9-1
7-0-52-10-30-4-7
0-1-10-0-1-102-8-92-8-9Scale = 1:23.1
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.18 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(CT)0.00 2 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 22 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.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 7-0-5.
(lb) -Max Horiz 2=-72 (LC 14), 7=-72 (LC 14)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 4, 6, 7, 11
Max Grav All reactions 250 (lb) or less at joint(s) 2, 4, 6, 7, 11
18 18FORCES (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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) 0-3-5 to 3-3-5, Exterior(2N) 3-3-5 to 4-3-5, Corner(3R) 4-3-5 to 7-4-9, Exterior(2N) 7-4-9 to 8-3-4 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) 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)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 4-0-0 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) 2, 4, 6, 2, 4.
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.
12)See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
P03 8 12208401-12T Piggyback Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:aeQ2yInRWif7ks3pGMqlgSySD9s-?1rUzV8uJTxA1d10vi6lV8sbfmlAeh7TS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=6x8
=5x6
=3x5 =3x6
=3x4
=5x8
=3x6
=3x6
=5x8
=3x8
=3x6
=3x5
=5x6
=6x6
=3x4
17
16 15 14 13 12 11
10
1
92
18
28
2719
83
4 2620721
52223 24256
T2
T1
T3
T4
T1
W1 W1B1B1B2
W3 W4
W5 W6 W5
W4 W3
W2 W2
0-10-12
-0-10-12
6-0-9
21-3-5
7-8-9
36-6-0
7-6-3
28-9-7
7-6-3
15-2-11
7-8-9
7-8-9
6-4-1
21-5-1
7-4-5
36-6-0
7-4-5
7-4-5
7-8-11
29-1-11
7-8-11
15-0-1511-6-01-4-30-3-80-3-811-2-811-6-0Scale = 1:65.3
Plate Offsets (X, Y):[2:Edge,0-4-2], [5:0-5-8,0-1-12], [6:0-5-8,0-1-12], [9:Edge,0-1-12], [10: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 0.85 Vert(LL)-0.10 15-16 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.58 Vert(CT)-0.22 15-16 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(CT)0.06 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 184 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 1650F 1.5E *Except* T3:2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4,W5,W6:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-2-2 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 9-8-11 oc bracing.
WEBS 1 Row at midpt 3-15, 5-12, 8-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)10=1311/ Mechanical, (min. 0-1-8), 17=1366/0-6-0, (min.0-2-11)
Max Horiz 17=331 (LC 13)
Max Uplift 10=-262 (LC 17), 17=-289 (LC 16)
Max Grav 10=1647 (LC 41), 17=1702 (LC 41)
19 19FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-18=-2195/311, 18-19=-2097/316, 3-19=-1957/338, 3-4=-1816/311, 4-20=-1754/314, 20-21=-1695/320, 5-21=-1599/349,
5-22=-1322/365, 22-23=-1322/365, 23-24=-1322/365, 24-25=-1322/365, 6-25=-1322/365, 6-7=-1601/350,
7-26=-1709/315, 8-26=-1818/312, 8-27=-1957/334, 27-28=-2091/313, 9-28=-2194/310, 2-17=-1633/319, 9-10=-1579/292
BOT CHORD 16-17=-364/469, 15-16=-331/1750, 14-15=-143/1321, 13-14=-143/1321, 12-13=-143/1321, 11-12=-189/1756
WEBS 3-15=-602/303, 5-15=-127/525, 6-12=-96/498, 8-12=-609/307, 2-16=-82/1565, 9-11=-113/1617
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -0-10-12 to 2-9-1, Interior (1) 2-9-1 to 15-2-11, Exterior(2R) 15-2-11 to 20-4-11, Interior (1) 20-4-11 to 21-3-5, Exterior(2R) 21-3-5 to 26-5-4, Interior (1) 26-5-4 to
36-4-4 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)Refer to girder(s) for truss to truss connections.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 17 and 262 lb uplift at joint 10.
10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T01 3 12208401-12T Piggyback Base Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:seaK8FBYFbezg2wyHfVc13ySC4v-?1rUzV8uJTxA1d10vi6lV8sQ1mexeXVTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x5
=6x6
=4x6
=3x5
=3x6
=3x6
=3x8
=6x8 =3x4 =8x8
=3x8
=3x6
=3x6
=3x5
=4x6
=6x6
=3x5
18
17 1615 14 13 12
11
1 102
19 27
20 26
9325214228
5 23 6 24 7
T2
T1
T3
T4
T1
W1 W10B1B1B2
W3 W4
W5 W6 W6 W5
W7 W8
W2 W9
0-10-12
-0-10-12
4-3-5
19-0-0
4-3-5
23-3-5
7-2-10
14-8-11
7-5-10
30-8-14
7-6-2
7-6-2
7-9-2
38-6-0
7-0-14
14-6-15
7-3-14
30-8-14
7-6-2
7-6-2
7-9-2
38-6-0
8-10-1
23-5-11-8-31-4-311-6-0Scale = 1:67.2
Plate Offsets (X, Y):[2:0-3-0,0-3-13], [5:0-5-8,0-1-12], [7:0-5-12,0-2-0], [10:Edge,0-1-12], [11: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 0.80 Vert(LL)-0.15 14-15 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.62 Vert(CT)-0.33 14-15 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.41 Horz(CT)0.06 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 202 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 1650F 1.5E *Except* T3:2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W3,W8,W1,W10:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-7-8 max.): 5-7.
BOT CHORD Rigid ceiling directly applied or 9-11-9 oc bracing.
WEBS 1 Row at midpt 3-15, 6-15, 6-14, 9-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)11=1394/ Mechanical, (min. 0-1-8), 18=1450/0-6-0, (min.0-2-12)
Max Horiz 18=330 (LC 13)
Max Uplift 11=-271 (LC 17), 18=-293 (LC 16)
Max Grav 11=1687 (LC 41), 18=1750 (LC 41)
20 20FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=-2151/311, 19-20=-2053/314, 3-20=-1912/337, 3-21=-1854/321, 4-21=-1812/321, 4-22=-1763/325, 5-22=-1647/358,
5-23=-1360/370, 6-23=-1360/370, 6-24=-1380/375, 7-24=-1380/375, 7-8=-1670/363, 8-25=-1836/326, 9-25=-1885/325,
9-26=-2022/352, 26-27=-2153/331, 10-27=-2262/328, 2-18=-1678/324, 10-11=-1612/304
BOT CHORD 17-18=-343/423, 16-17=-314/1708, 15-16=-314/1708, 14-15=-169/1377, 13-14=-197/1805, 12-13=-197/1805
WEBS 3-15=-522/283, 5-15=-88/524, 6-15=-288/225, 6-14=-251/227, 7-14=-86/531, 9-14=-601/305, 2-17=-111/1591,
10-12=-133/1660
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -0-10-12 to 2-11-7, Interior (1) 2-11-7 to 14-8-11, Exterior(2R) 14-8-11 to 20-2-1, Interior (1) 20-2-1 to 23-3-5, Exterior(2R) 23-3-5 to 28-8-10, Interior (1) 28-8-10 to
38-4-4 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)Refer to girder(s) for truss to truss connections.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint 18 and 271 lb uplift at joint 11.
10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T02 3 12208401-12T Piggyback Base Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:o70RxlqRIQ6ViGx8KyC9mHySCyv-?1rUzV8uJTxA1d10vi6lV8sRpmeIeb1TS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=4x6
=3x6 =6x8=4x8
=3x5
=3x6
=6x12
=4x8
=6x8
=6x6 =3x8 =1.5x4
=3x6
=MT18HS 5x12
=3x6
=3x5
=4x6
=6x6
24 23 19
18 17 1615 14
13
1
21 2022
122
3 25 32
3126
11
30452710
6 7 28 8 29 9
T2
T1
T3
W1 W16
T4
T1
B1 B5 B6
B2
B3
B4
W5
W6 W7
W15W3
W2
W12 W11
W13 W14
W11 W12
W10
W9 W11
W4
W8
0-5-30-8-12
14-8-12
0-10-12
-0-10-12
2-6-15
2-6-15
4-3-5
19-0-0
4-3-5
23-3-5
5-8-1
8-3-0
5-9-0
14-0-0
7-5-10
30-8-14
7-9-2
38-6-0
0-6-9
23-1-9
0-10-7
14-10-8
2-6-0
2-6-0
3-7-0
22-7-0
4-1-9
19-0-0
5-9-0
8-3-0
5-9-0
14-0-0
7-7-6
30-8-14
7-9-2
38-6-01-8-31-4-31-0-011-6-0Scale = 1:67.2
Plate Offsets (X, Y):[2:0-2-14,0-2-0], [3:0-1-4,0-2-0], [7:0-5-8,0-1-12], [9:0-8-0,0-1-8], [12:Edge,0-1-12], [13:Edge,0-1-8], [18:0-3-0,0-1-8], [20:0-2-0,0-2-12], [22:0-2-4,0-3-4]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL)-0.14 20-21 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.67 Vert(CT)-0.26 20-21 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.17 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 256 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 1650F 1.5E *Except* T2,T3:2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W7,W15,W12,W11,W13,W9,W8:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-7-8 max.): 7-9.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:8-0-6 oc bracing: 21-226-0-0 oc bracing: 19-20.
1 Row at midpt 6-20WEBS1 Row at midpt 9-17, 11-15, 7-18, 7-17, 8-17
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)13=1393/ Mechanical, (min. 0-1-8), 24=1448/0-6-0, (min.0-2-12)
Max Horiz 24=330 (LC 13)
Max Uplift 13=-271 (LC 17), 24=-293 (LC 16)
Max Grav 13=1686 (LC 41), 24=1748 (LC 41)
21 21FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-2274/455, 3-25=-2444/377, 25-26=-2431/388, 4-26=-2224/409, 4-5=-2009/360, 5-27=-1973/361, 6-27=-1848/389,
6-7=-1691/484, 7-28=-1382/359, 8-28=-1382/359, 8-29=-1382/359, 9-29=-1382/359, 2-24=-1678/364, 12-13=-1613/303,
9-10=-1651/361, 10-30=-1816/324, 11-30=-1865/323, 11-31=-2024/351, 31-32=-2155/330, 12-32=-2263/327
BOT CHORD 3-22=-291/133, 21-22=-542/2033, 20-21=-330/1953, 18-19=-88/393, 17-18=-192/1359, 16-17=-90/1376, 15-16=-90/1376,
14-15=-196/1807
WEBS 3-21=-273/225, 4-21=-3/267, 4-20=-635/267, 12-14=-130/1665, 2-22=-339/1871, 22-24=-347/302, 9-17=-208/272,9-15=-128/522, 11-15=-616/301, 7-18=-890/154, 7-17=-201/290, 18-20=-173/1488, 7-20=-367/1526, 8-17=-430/166
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-10-12 to 2-11-7, Interior (1) 2-11-7 to 14-8-12, Exterior(2R) 14-8-12 to 20-2-1, Interior (1) 20-2-1 to 23-3-5, Exterior(2R) 23-3-5 to 28-8-10, Interior (1) 28-8-10 to38-4-4 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)All plates are MT20 plates unless otherwise indicated.
8)All plates are 3x4 MT20 unless otherwise indicated.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)Refer to girder(s) for truss to truss connections.
11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 13 and 293 lb uplift at joint 24.
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T03 5 12208401-12T Piggyback Base Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:D0zB9tN9RT_To6w6Koot_hyS9Fw-TDPsAr8W4m30fnbCSQd_2LPciAzkNy0chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
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.
13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T03 5 12208401-12T Piggyback Base Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 2
ID:D0zB9tN9RT_To6w6Koot_hyS9Fw-TDPsAr8W4m30fnbCSQd_2LPciAzkNy0chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=3x5
=3x5
=6x6
=3x4
=4x10 =1.5x4 =6x6
=3x5
=3x5
=3x4
13
12 11 10 9
8
1 7
2 6
14 19
416 1715 183 5
T1
T2
T1
W1 W1
B1 B2
W3 W4 W5 W4 W3
W2 W2
0-10-12
22-10-12
0-10-12
-0-10-12
3-5-8
3-5-8
3-5-8
22-0-0
7-6-8
11-0-0
7-6-8
18-6-8
3-3-12
3-3-12
3-3-12
22-0-0
7-8-4
18-8-4
7-8-4
11-0-03-7-141-4-30-1-13
3-6-13-6-10-1-133-7-14Scale = 1:44.1
Plate Offsets (X, Y):[3:0-3-5,Edge], [5:0-3-5,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL)-0.10 10 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.18 10-12 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.03 8 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 *Except* T2:2x4 SPF 1650F 1.5E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-3-7 max.): 3-5.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)8=897/0-6-0, (min. 0-1-10), 13=897/0-6-0, (min. 0-1-10)
Max Horiz 13=121 (LC 15)
Max Uplift 8=-177 (LC 12), 13=-177 (LC 13)
Max Grav 8=1047 (LC 40), 13=1047 (LC 40)
23 23FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-1190/206, 3-14=-1144/218, 3-15=-2162/416, 15-16=-2163/416, 4-16=-2164/416, 4-17=-2164/416,17-18=-2163/416, 5-18=-2162/416, 5-19=-1144/218, 6-19=-1190/206, 2-13=-1037/181, 6-8=-1037/183
BOT CHORD 11-12=-230/1011, 10-11=-230/1011, 9-10=-164/1010
WEBS 3-10=-295/1254, 4-10=-838/289, 5-10=-295/1254, 2-12=-180/1075, 6-9=-182/1075
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=5.0psf; BCDL=5.0psf; h=30ft; 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 3-5-8, Exterior(2R) 3-5-8 to 7-8-7, Interior (1) 7-8-7 to 18-6-8, Exterior(2E) 18-6-8 to 22-10-12 zone; cantilever left and rightexposed ; 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 177 lb uplift at joint 13 and 177 lb uplift at joint 8.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T04 1 12208401-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:?sz2?7HKzwwSos4sHDYmd5yS97?-TDPsAr8W4m30fnbCSQd_2LPbcA0jN1UchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=6x6
=4x4
=6x6
=3x4
=3x8 =1.5x4 =6x6
=4x4
=6x6
=3x4
13
12 11 10 9
8
1 7
14 2126
15 20
16 19
417 183 5
T1
T2
T1
W1 W1
B1 B2
W3 W4 W5 W4 W3
W2 W2
0-10-12
22-10-12
0-10-12
-0-10-12
5-6-8
16-6-8
5-6-8
11-0-0
5-5-8
5-5-8
5-5-8
22-0-0
5-3-12
5-3-12
5-3-12
22-0-0
5-8-4
16-8-4
5-8-4
11-0-04-11-141-4-30-1-13
4-10-14-10-10-1-134-11-14Scale = 1:44.1
Plate Offsets (X, Y):[2:0-3-0,0-3-13], [3:0-3-5,Edge], [5:0-3-5,Edge], [6:0-3-0,0-3-13]
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 0.61 Vert(LL)-0.05 10 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.30 Vert(CT)-0.09 10-12 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(CT)0.02 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 99 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 5-6-9 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-5-4 max.): 3-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)8=877/0-6-0, (min. 0-1-8), 13=877/0-6-0, (min. 0-1-8)
Max Horiz 13=158 (LC 15)
Max Uplift 8=-150 (LC 17), 13=-150 (LC 16)
Max Grav 8=971 (LC 41), 13=971 (LC 41)
24 24FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-1112/157, 15-16=-1080/165, 3-16=-1035/183, 3-17=-1341/235, 4-17=-1344/235, 4-18=-1344/235, 5-18=-1341/235,5-19=-1035/183, 19-20=-1080/164, 6-20=-1112/157, 2-13=-922/204, 6-8=-922/204
BOT CHORD 12-13=-161/291, 11-12=-201/898, 10-11=-201/898, 9-10=-120/898
WEBS 3-10=-176/575, 4-10=-622/215, 5-10=-176/575, 2-12=-153/846, 6-9=-156/846
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=5.0psf; BCDL=5.0psf; h=30ft; 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 5-5-8, Exterior(2R) 5-5-8 to 9-8-7, Interior (1) 9-8-7 to 16-6-8, Exterior(2R) 16-6-8 to 20-9-7, Interior (1) 20-9-7 to 22-10-12zone; 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 150 lb uplift at joint 13 and 150 lb uplift at joint 8.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T05 1 12208401-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:plpuhM9RZXX0_Akk8PrBgnyS97A-TDPsAr8W4m30fnbCSQd_2LPfWA3WN32chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=3x6
=4x4
=3x8
=5x6
=3x4
=3x4 =5x6
=3x8
=4x4
=3x6 =3x4
14
13 12 11
10
1 9
2 8
15 221621
3 7
518 1917 204 6
T1
T2
T1
W1 W1
B1 B2
W4 W4
W2 W2
W5 W5
W3 W3
0-10-12
22-10-12
0-10-12
-0-10-12
3-6-8
11-0-0
3-6-8
14-6-8
3-2-6
3-2-6
3-2-6
22-0-0
4-3-2
7-5-8
4-3-2
18-9-10
7-3-12
7-3-12
7-3-12
22-0-0
7-4-8
14-8-46-3-141-4-30-1-13
6-2-16-2-10-1-136-3-14Scale = 1:44.2
Plate Offsets (X, Y):[4:0-3-0,0-2-3], [6:0-3-0,0-2-3]
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 0.32 Vert(LL)-0.06 13-14 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.44 Vert(CT)-0.13 13-14 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.03 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 107 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)10=857/0-6-0, (min. 0-1-12), 14=857/0-6-0, (min. 0-1-12)
Max Horiz 14=194 (LC 15)
Max Uplift 10=-170 (LC 17), 14=-170 (LC 16)
Max Grav 10=1099 (LC 41), 14=1099 (LC 41)
25 25FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-1009/210, 4-17=-740/218, 17-18=-741/218, 5-18=-741/218, 5-19=-741/218, 19-20=-741/218, 6-20=-740/218,6-7=-1009/210, 2-14=-254/95, 8-10=-254/95
BOT CHORD 13-14=-200/802, 12-13=-148/852, 11-12=-148/852, 10-11=-103/802
WEBS 4-13=-23/297, 6-11=-22/297, 3-14=-1076/186, 7-10=-1076/186
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=5.0psf; BCDL=5.0psf; h=30ft; 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 7-5-8, Exterior(2R) 7-5-8 to 11-8-7, Interior (1) 11-8-7 to 14-6-8, Exterior(2R) 14-6-8 to 18-10-15, Interior (1) 18-10-15 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 170 lb uplift at joint 14 and 170 lb uplift at joint 10.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T06 1 12208401-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:Pd3vwiiDHAtG2UPdT8hWg_yS97l-?1rUzV8uJTxA1d10vi6lV8sZKmh7ebZTS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x5
=3x8
=4x4
=3x8
=5x6
=3x6
=6x6
=3x4
=4x4
=3x8 =3x5
13
12 11 10
9
1 8
72
14 21
2015
631916
1817
54
T1
T2
T1
W1 W1
B1 B2
W3
W4 W5 W4
W3W2 W2
0-10-12
22-10-12
0-10-12
-0-10-12
3-1-0
12-6-8
4-7-0
9-5-8
4-7-0
17-1-8
4-10-8
22-0-0
4-10-8
4-10-8
3-4-8
12-8-4
9-3-12
22-0-0
9-3-12
9-3-127-7-141-4-30-1-13
7-6-17-6-10-1-137-7-14Scale = 1:44.2
Plate Offsets (X, Y):[4:0-3-0,0-2-3], [5:0-3-5,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL)-0.20 9-10 >999 360 MT20 197/144
Snow (Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.40 9-10 >656 240
TCDL 10.0 Rep Stress Incr YES WB 0.87 Horz(CT)0.03 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 111 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4,W5:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-3-7 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5.
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=837/0-6-0, (min. 0-1-15), 13=837/0-6-0, (min. 0-1-15)
Max Horiz 13=-230 (LC 14)
Max Uplift 9=-185 (LC 17), 13=-185 (LC 16)
Max Grav 9=1226 (LC 41), 13=1226 (LC 41)
26 26FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-14=-322/92, 3-16=-1082/186, 16-17=-1059/198, 4-17=-948/212, 4-5=-789/224, 5-18=-948/218, 18-19=-1058/203,6-19=-1082/192, 7-21=-322/92, 2-13=-414/146, 7-9=-414/146
BOT CHORD 12-13=-185/960, 11-12=-30/789, 10-11=-30/789, 9-10=-99/960
WEBS 3-12=-261/207, 4-12=-57/282, 5-10=-74/304, 6-10=-261/207, 3-13=-1073/148, 6-9=-1072/145
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=5.0psf; BCDL=5.0psf; h=30ft; 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 9-5-8, Exterior(2E) 9-5-8 to 12-6-8, Exterior(2R) 12-6-8 to 16-9-7, Interior (1) 16-9-7 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 185 lb uplift at joint 13 and 185 lb uplift at joint 9.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T07 1 12208401-12T Hip Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:axfnX1D7htrxFKLx7kz82YyS98N-TDPsAr8W4m30fnbCSQd_2LPhsA_NNx4chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x5
=3x8
=4x4
=MT18HS 3x10
=4x4
=3x8
=4x4
=3x8 =3x5
11
10 9
8
1 7
62
3 5
12 15
13 14
4
T1 T1
W1 W1
B1 B2
W2 W2
W4
W3 W3
0-10-12
-0-10-12
0-10-12
22-10-12
5-4-4
11-0-0
5-4-4
16-4-4
5-7-12
5-7-12
5-7-12
22-0-0
11-0-0
11-0-0
11-0-0
22-0-01-4-38-8-3Scale = 1:47.9
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 0.52 Vert(LL)-0.27 9-11 >958 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.99 Vert(CT)-0.55 9-11 >475 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.03 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 101 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)8=821/0-6-0, (min. 0-1-8), 11=821/0-6-0, (min. 0-1-8)
Max Horiz 11=-260 (LC 14)
Max Uplift 8=-193 (LC 17), 11=-193 (LC 16)
Max Grav 8=931 (LC 2), 11=931 (LC 2)
27 27FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-323/139, 3-12=-818/208, 12-13=-736/219, 4-13=-719/236, 4-14=-719/236, 14-15=-736/219, 5-15=-818/208,
5-6=-322/138, 2-11=-355/174, 6-8=-355/174
BOT CHORD 10-11=-204/818, 9-10=-204/818, 8-9=-115/746
WEBS 3-11=-763/148, 5-8=-763/148, 4-9=-111/542, 3-9=-254/254, 5-9=-255/255
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=5.0psf; BCDL=5.0psf; h=30ft; 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 11-0-0, Exterior(2R) 11-0-0 to 14-0-0, Interior (1) 14-0-0 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=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)All plates are MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 11 and 193 lb uplift at joint 8.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Gramercy-2 Lot 132
T08 2 12208401-12T Common Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:2a9JclpRTkgdnGKbhJtODayS98u-TDPsAr8W4m30fnbCSQd_2LPgxAukNy0chkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =1.5x4 =1.5x4
=3x4 =1.5x4
=4x4
=1.5x4 =1.5x4
=3x4
51
9 8 7 6
42
1514
3
T1 T1
B1 B2
ST2
ST1 ST1
0-5-3
18-5-4
8-9-7
18-0-1
9-2-10
9-2-10
18-5-46-2-00-0-45-10-5Scale = 1:37.5
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 0.28 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.20 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.20 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 58 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 18-5-4.
(lb) -Max Horiz 1=-162 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 1 except 6=-225 (LC 17),
9=-225 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=482 (LC30), 7=330 (LC 2), 9=465 (LC 29)
28 28FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-7=-282/6, 2-9=-336/246, 4-6=-344/246
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 9-3-0, Exterior(2R) 9-3-0 to 12-3-0, Interior (1) 12-3-0 to 18-5-10 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=225, 6=225.
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 132
V01 1 12208401-12T Valley Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:f2hFU_eTxDOe386A5w35EDySD6A-TDPsAr8W4m30fnbCSQd_2LPkgA44N5YchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4 =1.5x4 =1.5x4
=1.5x4
=4x4
=1.5x4 =1.5x4
=3x4
51
8 7 6
42
1413
3
T1 T1
B1
ST2
ST1 ST1
0-5-3
14-5-4
6-9-7
14-0-1
7-2-10
7-2-10
14-5-44-10-00-0-44-6-5Scale = 1:31.1
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.09 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 44 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 14-5-4.
(lb) -Max Horiz 1=-126 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 5 except 6=-171 (LC 17),
8=-173 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=384 (LC23), 7=284 (LC 2), 8=368 (LC 22)
29 29FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-8=-297/202, 4-6=-304/201
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) 0-5-12 to 3-3-0, Interior (1) 3-3-0 to 7-3-0, Exterior(2R) 7-3-0 to 10-3-0, Interior (1) 10-3-0 to 14-5-10 zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=173, 6=170.
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 132
V02 1 12208401-12T Valley Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:jx5wd6qtPqHVMRl2TZqcLOySD5x-TDPsAr8W4m30fnbCSQd_2LPlSA6oN7GchkEd01yz82B
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=4x4
=1.5x4 =3x4
3
1
4
11
109
2
T1 T1
B1
ST1
0-5-3
10-5-4
4-9-7
10-0-1
5-2-10
5-2-10
10-5-43-6-00-0-43-2-5Scale = 1:26.8
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 0.42 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.36 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.15 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 28 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)1=45/10-5-4, (min. 0-1-8), 3=71/10-5-4, (min. 0-1-8),
4=591/10-5-4, (min. 0-1-8)
Max Horiz 1=-90 (LC 12)
Max Uplift 1=-60 (LC 23), 3=-3 (LC 16), 4=-171 (LC 17)
Max Grav 1=156 (LC 22), 3=81 (LC 2), 4=721 (LC 23)
30 30FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-9=-100/258, 2-9=-86/300, 2-10=-90/347
WEBS 2-4=-527/241
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) 0-5-12 to 3-5-12, Interior (1) 3-5-12 to 5-3-0, Exterior(2R) 5-3-0 to 8-3-0, Interior (1) 8-3-0 to 10-5-10 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)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 1, 3 lb uplift at joint 3 and 171 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 132
V03 1 12208401-12T Valley Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
ID:8Wn3G8slilf4DvUd8iNJz0ySD5u-?1rUzV8uJTxA1d10vi6lV8sXmmiMef4TS4U4Tbyz82C
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 # 94535-W1
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering LLC Date: 07/11/2022
812
=3x4
=4x4
=1.5x4 =3x4
3
1
4
2
T1 T1
B1
ST1
0-5-3
6-5-4
2-9-7
6-0-1
3-2-10
3-2-10
6-5-42-2-00-0-41-10-5Scale = 1:21.9
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 0.14 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.14 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 1 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 17 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 6-5-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 6-5-4.
(lb) -Max Horiz 1=-54 (LC 12), 7=-54 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 3, 4, 7
Max Grav All reactions 250 (lb) or less at joint(s) 1, 3, 7 except 4=466 (LC22)
31 31FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-170/256
WEBS 2-4=-355/189
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=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plategrip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4, 1.
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 132
V04 1 12208401-12T Valley Job Reference (optional)
Run: 8.53 S May 4 2022 Print: 8.530 S May 4 2022 MiTek Industries, Inc. Mon Jul 11 13:42:11 Page: 1
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