HomeMy WebLinkAbout42240029 - WWC 29 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under
my direct supervision and control based on the parameters provided by Stark Truss Inc.
Job: 2004899-12T
6 9 truss design(s)
73384-W2
06 /11/2020
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
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
1.5x4
1220
19
1 11
102
3
9
84
5
6 7
T2
T1
T3
T2
T1
W1 W12
B1 B3B2
W3 W4
W5 W6
W7 W8 W7
W2
W11
W9 W10
ST5
ST4
ST2
ST3
ST1
Scale = 1:59.2
Plate Offsets (X, Y): [6:0-3-12,0-1-12], [7:0-2-15,0-1-14], [10:0-3-0,0-1-12]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.03 12-13 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.07 12-13 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.53 Horz(CT) 0.00 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 225 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B1:2x8 SP 2400F 2.0E
WEBS 2x4 SPF Stud *Except* W5,W6,W7,W8,W9:2x4 SPF No.2, W1:2x6 SPF
No.2
OTHERS 2x4 SPF Stud *Except* 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.): 6-7.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-16, 6-16, 6-15, 7-15, 9-15
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 21-4-0. except 20=0-4-0
(lb) - Max Horiz 20=330 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s) 12, 13 except 15=-158 (LC
13), 16=-124 (LC 12), 17=-539 (LC 37), 18=-760 (LC 12),
20=-258 (LC 8)
Max Grav All reactions 250 (lb) or less at joint(s) 17 except 12=332 (LC
53), 13=507 (LC 37), 15=749 (LC 37), 16=436 (LC 37),
18=2354 (LC 37), 20=787 (LC 37)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 7-32=-12/271, 2-20=-319/226, 10-12=-276/113
BOT CHORD 20-35=-333/549, 19-35=-333/549, 19-36=-335/552, 36-37=-335/552, 18-37=-335/552, 16-17=-206/254, 15-16=-182/271
WEBS 3-19=-276/688, 3-18=-741/410, 5-18=-308/92, 7-15=-413/88, 3-20=-511/203, 9-15=-274/238, 9-13=-362/128
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=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; porch left exposed; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 13 except (jt=lb) 16=124, 18=759, 20=257, 15=158,
17=539.
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.
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G01 1 12004899-12T Piggyback Base Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:41:56 Page: 1
ID:xdpSk8AN_XPasF5M kPuv8dzW nZy-2s8wOqQI3Cup4LFaKRvSa2N_cDM9mWOzKTB4sXz7fHv
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 102 lb up at 3-1-0 on top chord, and 251 lb down and 172
lb up at 3-1-0, and 241 lb down and 115 lb up at 5-2-2, and 1173 lb down and 314 lb up at 7-2-2 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-6=-51, 6-7=-61, 7-10=-51, 10-11=-51, 12-20=-20
Concentrated Loads (lb)
Vert: 29=-75, 35=-251, 36=-241, 37=-1139
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G01 1 12004899-12T Piggyback Base Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:41:56 Page: 2
ID:xdpSk8AN_XPasF5MkPuv8dzWnZy-2s8wOqQI3Cup4LFaKRvSa2N_cDM9mWOzKTB4sXz7fHv
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
3x4 =8x8
3x8
=4x6
3x4
7
6
5
1
2
3
4
W1
T1 W5
B1
W2
W3 W4
Scale = 1:30.5
Plate Offsets (X, Y): [6:0-3-8,0-4-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 5-6 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.61 Vert(CT) -0.02 5-6 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.00 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 31 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF Stud *Except* W1:2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 5=1083/ Mechanical, (min. 0-1-8), 7=856/0-4-0, (min. 0-1-8)
Max Horiz 7=121 (LC 12)
Max Uplift 5=-304 (LC 12), 7=-181 (LC 12)
Max Grav 5=1193 (LC 2), 7=950 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-870/178, 2-8=-1031/176, 3-8=-993/184
BOT CHORD 6-10=-235/888, 5-10=-235/888
WEBS 2-6=-133/930, 3-6=-208/979, 3-5=-1129/299
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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 7 and 304 lb uplift at joint 5.
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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 826 lb down and 169 lb up at 2-4-12, and 826 lb down and 169 lb up at
4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-4=-51, 5-7=-20
Concentrated Loads (lb)
Vert: 9=-754, 10=-754
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G02 1 12004899-12T Jack-Closed Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:41:57 Page: 1
ID:twqVtaMzXF5xy62gsYiQTizWnb_-W2iIbARwqV0giVpnu9Rh7GwKqcdiV?M 6Y7wePzz7fHu
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
8x10
19
18 17 1615 14 13 12
11
10
9
1
82
7
63
4 5
T1
T2
T3
T4
W1
W14
B1 B2
W3 W4
W5 W6
W7 W8 W7
W9 W10
W11 W12
W2
W13
Scale = 1:58.8
Plate Offsets (X, Y):[4:0-10-0,0-2-0], [5:0-9-12,0-1-12], [9:0-4-4,Edge], [11:0-5-0,0-2-0], [12:0-3-8,0-4-0], [13:0-2-12,0-4-4], [14:0-4-0,0-4-4], [16:0-3-8,0-4-8], [17:0-3-0,0-4-4],
[18:0-3-8,0-4-0], [19:0-5-0,0-0-8]
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 0.69 Vert(LL) -0.15 16-17 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(CT) -0.24 16-17 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.05 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 428 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SPF No.2 *Except* W3,W4,W11,W12:2x4 SPF Stud, W1,W14:2x6
SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins,
except end verticals, and 2-0-0 oc purlins (4-11-1 max.): 4-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 11=7692/0-6-0, (min. 0-3-5), 19=8693/0-6-0, (min. 0-3-12)
Max Horiz 19=-330 (LC 8)
Max Uplift 11=-2146 (LC 13), 19=-2050 (LC 12)
Max Grav 11=8048 (LC 37), 19=9081 (LC 37)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-20=-8036/1810, 2-20=-7966/1822, 2-21=-8691/2025, 3-21=-8543/2037, 3-22=-7626/1870, 4-22=-7488/1881,
4-5=-6187/1618, 5-23=-7669/1948, 6-23=-7819/1937, 6-7=-9223/2334, 7-24=-9266/2331, 8-24=-9415/2320,
8-25=-9626/2583, 9-25=-9720/2560, 1-19=-8348/1897, 9-11=-7870/2118
BOT CHORD 19-26=-321/426, 18-26=-321/426, 18-27=-1515/6373, 17-27=-1515/6373, 17-28=-1578/6870, 16-28=-1578/6870,
15-16=-1373/6027, 15-29=-1373/6027, 14-29=-1373/6027, 14-30=-1679/7468, 13-30=-1679/7468, 13-31=-1968/7701,
12-31=-1968/7701, 11-12=-179/526
WEBS 2-18=-1265/311, 2-17=-242/778, 3-17=-448/1880, 3-16=-1885/569, 4-16=-962/3850, 4-14=-291/578, 5-14=-1110/4395,
6-14=-2665/912, 6-13=-862/2816, 8-13=-575/464, 8-12=-400/554, 1-18=-1542/7031, 9-12=-1860/7417
NOTES
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 2 rows staggered at 0-6-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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=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.
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
8) Provide adequate drainage to prevent water ponding.
9) All plates are MT20 plates unless otherwise indicated.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2050 lb uplift at joint 19 and 2146 lb uplift at joint 11.
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G03 1 22004899-12T Piggyback Base Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:41:57 Page: 1
ID:OF9LW Leez4TNtvmZQczCsozX6h7-W 2iIbARwqV0giVpnu9Rh7GwB_cf?Vti6Y7wePzz7fHu
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
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.
14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1096 lb down and 259 lb up at 2-1-4, 1135 lb down and 262 lb up at 4-1-4,
1141 lb down and 260 lb up at 6-1-4, 1151 lb down and 271 lb up at 8-1-4, 1158 lb down and 273 lb up at 10-1-4, 1158 lb down and 273 lb up at 12-1-4, 1158 lb down and
273 lb up at 14-1-4, 1158 lb down and 274 lb up at 16-1-4, 1140 lb down and 260 lb up at 18-1-4, 1215 lb down and 272 lb up at 20-1-4, and 1114 lb down and 251 lb up at
22-1-4, and 1729 lb down and 848 lb up at 24-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-4=-51, 4-5=-61, 5-9=-51, 9-10=-51, 11-19=-20
Concentrated Loads (lb)
Vert: 18=-1135 (B), 17=-1151 (B), 16=-1158 (B), 14=-1158 (B), 13=-1215 (B), 12=-1693 (B), 26=-1096 (B), 27=-1141 (B), 28=-1158 (B), 29=-1158 (B), 30=-1140
(B), 31=-1114 (B)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G03 1 22004899-12T Piggyback Base Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:41:57 Page: 2
ID:OF9LWLeez4TNtvmZQczCsozX6h7-W2iIbARwqV0giVpnu9Rh7GwB_cf?Vti6Y7wePzz7fHu
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
4x8
3x4
3x4 3x4 3x10
17
16 15
1426
25 24
22
1
2
21 20 19 18
3
5 6 7 8 9 10 11 12 134
T1
T2 T3
W7
W1
B1
B2
B3
B2
B4
W11 W10 W12 W10 W11
W14
W13
W7 W15 W7 W15
W2
W5
W4W3
W8 W7
W9
W6
W10 W10
Scale = 1:66
Plate Offsets (X, Y): [4:0-4-4,Edge], [9:0-2-0,0-2-0], [16:0-3-8,0-2-0], [18:0-3-8,0-2-8], [21:0-2-8,0-4-0], [23:0-4-0,0-4-12]
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 0.67 Vert(LL) 0.13 18-19 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.18 18-19 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.05 14 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 262 lb FT = 20%
LUMBER
TOP CHORD 2x6 SP 2400F 2.0E *Except* T1:2x4 SPF No.2
BOT CHORD 2x6 SP 2400F 2.0E *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W11:2x4 SPF No.2, W1:2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 7-6-1 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-11-9 max.): 4-13.
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) 14=1595/ Mechanical, (min. 0-1-8), 23=3821/0-6-0, (min.
0-3-5), 26=-170/0-4-0, (min. 0-1-8)
Max Horiz 26=192 (LC 52)
Max Uplift 14=-838 (LC 8), 23=-2008 (LC 9), 26=-459 (LC 41)
Max Grav 14=1713 (LC 33), 23=3993 (LC 33), 26=260 (LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-368/685, 3-27=-621/1209, 4-27=-617/1245, 4-28=-971/1904, 5-28=-968/1889, 5-6=-602/1165, 6-29=-1026/544,
29-30=-1026/544, 7-30=-1026/544, 7-31=-2279/1184, 31-32=-2279/1184, 8-32=-2279/1184, 8-33=-2279/1184,
9-33=-2279/1184, 9-34=-2279/1184, 10-34=-2279/1184, 10-35=-2970/1524, 11-35=-2970/1524, 11-36=-1305/682,
36-37=-1305/682, 12-37=-1305/682, 12-38=-1305/682, 38-39=-1305/682, 13-39=-1305/682, 13-14=-1629/828,
2-26=-217/443
BOT CHORD 25-40=-628/378, 40-41=-628/378, 24-41=-628/378, 24-42=-1134/604, 23-42=-1134/604, 6-21=-1991/1023,
21-43=-1038/547, 20-43=-1038/546, 20-44=-550/1012, 19-44=-550/1012, 19-45=-1563/3007, 18-45=-1565/3014,
16-47=-1031/2003, 47-48=-1031/2003, 15-48=-1031/2003
WEBS 6-20=-1293/2604, 7-20=-1480/779, 7-19=-832/1641, 8-19=-428/268, 10-19=-947/475, 16-18=-990/1923,
11-18=-670/1269, 11-16=-522/331, 11-15=-1081/545, 12-15=-497/315, 13-15=-944/1909, 2-25=-520/328, 4-24=-243/520,
3-24=-763/376, 3-25=-251/538, 5-21=-681/1348, 5-23=-1501/796, 21-23=-1960/1011, 4-23=-1498/774
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 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 838 lb uplift at joint 14, 459 lb uplift at joint 26 and 2008 lb uplift at joint 23.
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.
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G04 1 12004899-12T Half Hip Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:01 Page: 1
ID:l7sWIot7pjXJpDSSEuKQpVzX6i6-_FFhpWSYbp8WKeOzSsywgTTMv0zZEMEG nngBxQz7fHt
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 36 lb up at 6-1-4, 166 lb down and 113 lb up at 8-1-4, 170
lb down and 111 lb up at 10-1-4, 170 lb down and 111 lb up at 12-1-4, 152 lb down and 92 lb up at 14-1-4, 152 lb down and 92 lb up at 16-1-4, 152 lb down and 92 lb up at
18-1-4, 152 lb down and 92 lb up at 20-1-4, 152 lb down and 92 lb up at 22-1-4, 152 lb down and 92 lb up at 24-1-4, 170 lb down and 111 lb up at 26-1-4, 170 lb down and
111 lb up at 28-1-4, 170 lb down and 111 lb up at 30-1-4, and 170 lb down and 111 lb up at 32-1-4, and 170 lb down and 111 lb up at 34-1-4 on top chord, and 239 lb down
and 148 lb up at 4-1-4, 102 lb down and 78 lb up at 6-1-4, 42 lb down and 52 lb up at 8-1-4, 50 lb down and 27 lb up at 10-1-4, 50 lb down and 27 lb up at 12-2-4, 69 lb
down and 49 lb up at 14-1-4, 69 lb down and 49 lb up at 16-1-4, 69 lb down and 49 lb up at 18-1-4, 69 lb down and 49 lb up at 20-1-4, 69 lb down and 49 lb up at 22-1-4, 69
lb down and 49 lb up at 24-3-12, 50 lb down and 27 lb up at 26-1-4, 50 lb down and 27 lb up at 28-1-4, 50 lb down and 27 lb up at 30-1-4, and 50 lb down and 27 lb up at
32-1-4, and 50 lb down and 27 lb up at 34-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-4=-51, 4-13=-61, 22-26=-20, 18-21=-20, 14-17=-20
Concentrated Loads (lb)
Vert: 22=-39 (B), 20=-61 (B), 6=-104 (B), 7=-87 (B), 8=-87 (B), 19=-61 (B), 10=-87 (B), 18=-61 (B), 5=-104 (B), 23=-39 (B), 27=-37 (B), 28=-104 (B), 30=-87 (B),
31=-87 (B), 33=-87 (B), 35=-104 (B), 36=-104 (B), 37=-104 (B), 38=-104 (B), 39=-104 (B), 40=-239 (B), 41=-101 (B), 42=-34 (B), 43=-61 (B), 44=-61 (B), 45=-61
(B), 46=-39 (B), 47=-39 (B), 48=-39 (B), 49=-39 (B), 50=-39 (B)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G04 1 12004899-12T Half Hip Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:01 Page: 2
ID:l7sWIot7pjXJpDSSEuKQpVzX6i6-_FFhpWSYbp8WKeOzSsywgTTMv0zZEMEGnngBxQz7fHt
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
20
19 18 16 15 14 13 12
11
1
2
43
5
6
7
8 9 10
T1 T2
T4
T3
T5
W13
W1
B1 B3B2
W3 W4 W5
W11
W2
W7
W6
W13 W12 W12
W8
W9 W10
Scale = 1:66.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [4:0-5-0,0-1-13], [8:0-4-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) 0.05 17-18 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.14 11-12 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.01 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 198 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W3,W4,W5,W1,W2,W7,W6:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-1-0 max.): 3-4, 8-10.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 10-11, 8-13, 9-12, 8-12, 7-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 11=961/0-6-0, (min. 0-1-14), 17=1388/0-6-0, (min. 0-2-11),
20=278/0-4-0, (min. 0-1-8)
Max Horiz 20=419 (LC 12)
Max Uplift 11=-268 (LC 97), 17=-427 (LC 12), 20=-129 (LC 8)
Max Grav 11=1187 (LC 80), 17=1731 (LC 40), 20=419 (LC 40)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-440/103, 6-22=-740/56, 7-22=-546/78, 7-8=-723/136, 8-23=-592/137, 9-23=-592/137, 9-10=-592/137,
10-11=-1124/296, 2-20=-401/114
BOT CHORD 19-20=-410/44, 18-19=-415/125, 17-18=-383/425, 14-15=-234/558, 13-14=-234/558, 12-13=-164/584
WEBS 3-18=-39/407, 6-17=-1468/420, 4-17=-532/332, 9-12=-728/272, 10-12=-243/1047, 6-15=-132/847, 7-15=-478/155,
7-13=-78/269
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
exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 11, 129 lb uplift at joint 20 and 427 lb uplift at joint 17.
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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 129 lb up at 1-6-4, and 76 lb down and 135 lb up at 3-4-4
on top chord, and 12 lb down and 43 lb up at 1-6-4, and 11 lb down and 28 lb up at 3-4-4 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G05 1 12004899-12T Piggyback Base Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:02 Page: 1
ID:qEdKW8O5zQwNvQ4C2mts0UzWm aO -t0VBetV3e1eyoGikhi0sqJdzpdM4AAUriPeP4Bz7fHp
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Vert: 1-2=-51, 2-3=-51, 3-4=-61, 4-8=-51, 8-10=-61, 11-20=-20
Concentrated Loads (lb)
Vert: 3=42, 18=9, 4=44
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
G05 1 12004899-12T Piggyback Base Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:02 Page: 2
ID:qEdKW8O5zQwNvQ4C2mts0UzWmaO-t0VBetV3e1eyoGikhi0sqJdzpdM4AAUriPeP4Bz7fHp
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
912
25 14
13
1
28 29
122
3 11
4 10
26 30 27
5 9
6 8
7
W1
T1 T2
W2
B1 B2
ST5 ST5
ST6
ST6
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST7
Scale = 1:47.7
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 0.31 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.21 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.00 17 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 120 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud *Except* ST5:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 26, 27, 30
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 21-3-2.
(lb) - Max Horiz 25=273 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 19, 22, 23 except 15=-108
(LC 17), 16=-111 (LC 17), 17=-146 (LC 17), 20=-130 (LC 16),
24=-224 (LC 16), 25=-308 (LC 14)
Max Grav All reactions 250 (lb) or less at joint(s) 16, 17, 20, 22, 23 except
15=390 (LC 2), 18=384 (LC 24), 19=384 (LC 30), 24=325 (LC
30), 25=308 (LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-296/320, 2-3=-215/259, 5-6=-128/281, 6-7=-122/252, 7-8=-122/252, 8-9=-102/263
WEBS 19-28=-313/75, 26-28=-313/75, 6-26=-262/71, 18-29=-317/0, 27-29=-317/0, 8-27=-277/0
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) 0-1-12 to 3-3-2, Exterior(2N) 3-3-2 to 11-3-2, Corner(3R) 11-3-2 to 14-3-2, Exterior(2N) 14-3-2 to 22-9-14 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
9) Vertical gable studs spaced at 2-0-0 oc and horizontal gable studs spaced at 3-9-8 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 22, 23 except (jt=lb) 25=307, 20=130, 24=223, 17=145,
16=111, 15=107.
12) Non Standard bearing condition. Review required.
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 - Woodside at West Clay Lot 29
GE01 1 12004899-12T Common Supported Gable Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:03 Page: 1
ID:bvTaa2BtH2TeOTWoveaRCezW nmr-LC3asDWhPLmpQQHwEPX5NXAJK1mNvk4?x3Nycdz7fHo
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
55 29
1
2
3
4
56
7 28
8 27
9 26
10 25
11 24
12 23
13 2214 15 16 17 18 19 20 21
W1
T2
T1
T3 T4
T5
W3
B1 B1B2
W2ST1
ST2
ST3
ST4
ST5
ST6
ST7
ST8
ST9
ST10 ST11 ST11 ST11 ST11 ST11 ST11 ST11 ST10
ST9
ST8
ST7
ST6
ST5
Scale = 1:80.3
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [5:0-2-13,0-1-8], [13:0-3-0,0-2-0], [22:0-3-0,0-2-0]
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 0.15 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 29 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 326 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,ST5,ST6:2x4 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 (10-0-0 max.): 13-22.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
10-0-0 oc bracing: 34-35,33-34,32-33,31-32,30-31,29-30.
WEBS 1 Row at midpt 11-47, 12-45, 13-44, 14-43, 15-42,
16-41, 17-40, 18-39, 19-37, 21-36,
22-35, 23-34, 24-33
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 46-10-0.
(lb) - Max Horiz 55=286 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 29, 30, 31, 32, 33, 34, 36,
37, 39, 40, 41, 42, 43, 45, 47, 48, 49, 50, 51, 52, 53, 55 except
54=-251 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 29, 30, 31, 32, 33, 34,
35, 36, 37, 39, 40, 41, 42, 43, 44, 45, 47, 48, 49, 50, 51, 52, 53,
54 except 55=280 (LC 32)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-55=-266/71, 2-3=-292/85, 3-4=-258/90, 11-12=-83/271, 12-13=-101/321, 13-14=-90/307, 14-15=-90/307,
15-16=-90/307, 16-56=-90/307, 17-56=-90/307, 17-57=-90/307, 18-57=-90/307, 18-19=-90/307, 19-20=-90/307,
20-21=-90/307, 21-22=-90/307, 22-23=-101/321, 23-24=-84/271
BOT CHORD 54-55=-265/76
WEBS 2-54=-93/329
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) -1-2-12 to 3-6-4, Exterior(2N) 3-6-4 to 19-5-0, Corner(3R) 19-5-0 to 24-1-3, Exterior(2N) 24-1-3 to 35-7-8, Corner(3R) 35-7-8 to 40-3-11, Exterior(2N) 40-3-11 to
46-8-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 2x4 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.
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
GE02 1 12004899-12T Piggyback Base Supported Gable Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:03 Page: 1
ID:rjdhkN6B8i9i7IvbwJTVptzWnle-LC3asDW hPLmpQQHwEPX5NXALq1pLvna?x3Nycdz7fHo
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 55, 29, 53, 52, 51, 50, 49, 48, 47, 45, 43, 42, 41, 40, 39, 37,
36, 34, 33, 32, 31, 30 except (jt=lb) 54=250.
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 - Woodside at West Clay Lot 29
GE02 1 12004899-12T Piggyback Base Supported Gable Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:03 Page: 2
ID:rjdhkN6B8i9i7IvbwJTVptzWnle-LC3asDWhPLmpQQHwEPX5NXALq1pLvna?x3Nycdz7fHo
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
312
612
1
14
2
3
4 5
6
7
8
9
10
11
12
13
T2
T1
T3
W1
B2 B1
ST8
ST7
ST6
ST5
ST4
ST3
ST2
ST1
Scale = 1:43
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 0.11 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 2 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 82 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
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 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 20-6-0.
(lb) - Max Horiz 2=255 (LC 16), 24=255 (LC 16)
Max Uplift All uplift 100 (lb) orless at joint(s) 2, 14, 15, 16, 17, 19, 20, 21,
22, 24 except 23=-136 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 14, 15, 16, 17, 19, 20,
21, 22, 24 except 23=350 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-284/107
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
Corner(3E) -1-2-12 to 1-9-4, Exterior(2N) 1-9-4 to 20-4-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) 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.
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; Min. flat roof snow load governs.
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 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 15, 16, 17, 19, 20, 21, 22, 2, 2 except (jt=lb) 23=135.
11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
GE03 1 12004899-12T Roof Special Supported Gable Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:04 Page: 1
ID:Rm66WEJHq7efVW zdDckiKlzWnk5-pPdy3ZXJAfug2Zs7o73KvkjWGR8AeFY89j7W83z7fHn
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6 12
3x4 MT18HS 3x10
3x5
5 4
1
2
3
W1
T1
W2
B1
Scale = 1:30.7
Plate Offsets (X, Y): [4:0-3-8,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 0.49 Vert(LL) 0.12 4-5 >556 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.38 Vert(CT) 0.10 4-5 >652 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 19 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=185/ Mechanical, (min. 0-1-8), 5=248/0-4-0, (min. 0-1-8)
Max Horiz 5=120 (LC 16)
Max Uplift 4=-105 (LC 16), 5=-50 (LC 13)
Max Grav 4=261 (LC 23), 5=306 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-269/193
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) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 5-6-4 zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 5 and 105 lb uplift at joint 4.
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 - Woodside at West Clay Lot 29
J01 2 12004899-12T Jack-Closed Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:04 Page: 1
ID:dSPt_K1octyRtGspHDsW3ezWoM U-pPdy3ZXJAfug2Zs7o73KvkjRGR4yeGe89j7W83z7fHn
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6 12
3x4
3x4
5
4
1
2
3
W1
T1
B1
Scale = 1:25.2
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.01 4-5 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.12 Vert(CT) 0.01 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: 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 2-7-3 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=50/ Mechanical, (min. 0-1-8), 4=23/ Mechanical, (min. 0-1-8),
5=149/0-4-0, (min. 0-1-8)
Max Horiz 5=60 (LC 13)
Max Uplift 3=-52 (LC 16), 4=-22 (LC 13), 5=-27 (LC 16)
Max Grav 3=72 (LC 23), 4=45 (LC 7), 5=208 (LC 23)
FORCES (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) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 2-6-7 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 27 lb uplift at joint 5, 52 lb uplift at joint 3 and 22 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 - Woodside at West Clay Lot 29
J02 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:05 Page: 1
ID:PLX1V798iSgFXYThEF1KKFzWoL1-HbAKHvXxxy0XfjRJMqaZSyFhsrUFNjuHONs3hWz7fHm
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
4.99 12
3x4
7
5
1
2
3
4
W1
T1
B1
W2
Scale = 1:30
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.05 5-6 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.37 Vert(CT) 0.04 5-6 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.05 Horz(CT) -0.12 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 19 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-5-1 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=84/ Mechanical, (min. 0-1-8), 5=24/ Mechanical, (min. 0-1-8),
6=269/0-7-3, (min. 0-1-8)
Max Horiz 6=93 (LC 11)
Max Uplift 4=-86 (LC 12), 5=-44 (LC 9), 6=-165 (LC 8)
Max Grav 4=136 (LC 19), 5=76 (LC 7), 6=348 (LC 19)
FORCES (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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 4, 44 lb uplift at joint 5 and 165 lb uplift at joint 6.
8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 58 lb up at 1-11-3, and 85 lb down and 46 lb up at 3-1-2
on top chord, and 7 lb down and 33 lb up at 1-11-3, and 27 lb down and 42 lb up at 3-1-2 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
10) 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
Concentrated Loads (lb)
Vert: 10=-1, 11=-1
Trapezoidal Loads (lb/ft)
Vert: 2=-2 (F=24, B=24)-to-3=-10 (F=20, B=20), 3=-10 (F=20, B=20)-to-8=-25 (F=13, B=13), 8=-25 (F=13, B=13)-to-9=-40 (F=6, B=6), 9=-40 (F=6, B=6)-
to-4=-69 (F=-9, B=-9), 7=0 (F=10, B=10)-to-6=-3 (F=8, B=8), 6=-3 (F=8, B=8)-to-10=-9 (F=5, B=5), 10=-9 (F=5, B=5)-to-11=-15 (F=2, B=2), 11=-15 (F=2, B=2)-
to-5=-27 (F=-4, B=-4)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
J03 1 12004899-12T Jack-Open Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:05 Page: 1
ID:m7vCFHqGWfjIF9lSW ?1Sc2zWoK9-HbAKHvXxxy0XfjR JMqaZSyFbPrQKNj6HONs3hWz7fHm
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
9 12
3x4
3x5
5
4
1
2
3
W1
T1
B1
Scale = 1:27
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.00 4-5 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.16 Vert(CT) 0.00 4-5 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 3 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 1-8-2 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=13/ Mechanical, (min. 0-1-8), 4=9/ Mechanical, (min. 0-1-8),
5=155/0-4-0, (min. 0-1-8)
Max Horiz 5=77 (LC 13)
Max Uplift 3=-51 (LC 16), 4=-37 (LC 13), 5=-9 (LC 12)
Max Grav 3=34 (LC 30), 4=27 (LC 7), 5=229 (LC 23)
FORCES (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 9 lb uplift at joint 5, 37 lb uplift at joint 4 and 51 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 - Woodside at West Clay Lot 29
J04 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:05 Page: 1
ID:X6LNoOWyegS_89lS_YaMYazWoKZ-HbAKHvXxxy0XfjRJM qaZSyFeurTdNjuHONs3hWz7fHm
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
9 12
=3x6
5
4
1
2
3
W1
T1
B1
Scale = 1:27.2
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) 0.06 4-5 >899 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(CT) 0.05 4-5 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.09 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 15 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=98/ Mechanical, (min. 0-1-8), 4=50/ Mechanical, (min. 0-1-8),
5=219/0-6-0, (min. 0-1-8)
Max Horiz 5=152 (LC 16)
Max Uplift 3=-122 (LC 16), 4=-17 (LC 16)
Max Grav 3=165 (LC 23), 4=83 (LC 7), 5=278 (LC 23)
FORCES (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) -0-10-12 to 2-1-4, Interior (1) 2-1-4 to 4-7-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
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 122 lb uplift at joint 3 and 17 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 - Woodside at West Clay Lot 29
J05 7 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:05 Page: 1
ID:MH9IjLAB8lontxf4H8TyF6zX3US-HbAKHvXxxy0XfjRJMqaZSyFdOrOlNjuHONs3hWz7fHm
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
3x4 3x4
3x6
8 7
1 6 5
2
3
4
W1
T1
B1
B2
B3
W2
Scale = 1:32.6
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 0.25 Vert(LL) 0.05 5-6 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.06 7 >971 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 20 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 4=92/ Mechanical, (min. 0-1-8), 5=60/ Mechanical, (min. 0-1-8),
8=217/0-6-0, (min. 0-1-8)
Max Horiz 8=154 (LC 16)
Max Uplift 4=-100 (LC 16), 5=-39 (LC 16)
Max Grav 4=148 (LC 23), 5=81 (LC 23), 8=274 (LC 23)
FORCES (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) -0-10-12 to 2-3-3, Interior (1) 2-3-3 to 4-7-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
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 100 lb uplift at joint 4 and 39 lb uplift at joint 5.
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 - Woodside at West Clay Lot 29
J06 6 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:05 Page: 1
ID:RsNauhqmfMWuYWs9g9V9orzWoHa-HbAKHvXxxy0XfjRJM qaZSyFgkrRXNjuHONs3hWz7fHm
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
9 12
5x6
5
4
1
2
3
W1
T1
B1
Scale = 1:27.2
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.10 4-5 >503 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.48 Vert(CT) 0.09 4-5 >557 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 14 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=97/ Mechanical, (min. 0-1-8), 4=47/ Mechanical, (min. 0-1-8),
5=222/0-4-0, (min. 0-1-8)
Max Horiz 5=151 (LC 16)
Max Uplift 3=-124 (LC 16), 4=-42 (LC 13), 5=-4 (LC 13)
Max Grav 3=165 (LC 23), 4=82 (LC 7), 5=281 (LC 23)
FORCES (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) -1-0-12 to 1-11-4, Interior (1) 1-11-4 to 4-5-4 zone; cantilever left exposed ; end vertical left exposed; porch left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 5, 124 lb uplift at joint 3 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 - Woodside at West Clay Lot 29
J07 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:06 Page: 1
ID:MH9IjLAB8lontxf4H8TyF6zX3US-mnkiUFYaiG8OHt?VwY5o_9ondFks6A7Rd1ccDyz7fHl
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
5x6
3x4
1.5x4
=4x4
7
6 5
1
2
3
W1
T1
T2
B1
W2
0-1-11
Scale = 1:35.7
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 0.52 Vert(LL) 0.06 6-7 >895 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.35 Vert(CT) 0.05 6-7 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.12 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 18 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins,
except end verticals, and 2-0-0 oc purlins: 3-4.
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=74/ Mechanical, (min. 0-1-8), 5=76/ Mechanical, (min. 0-1-8),
7=223/0-4-0, (min. 0-1-8)
Max Horiz 7=124 (LC 16)
Max Uplift 4=-33 (LC 16), 5=-68 (LC 16), 7=-14 (LC 16)
Max Grav 4=88 (LC 37), 5=121 (LC 38), 7=376 (LC 38)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-319/131
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) -1-0-12 to 1-11-4, Interior (1) 1-11-4 to 3-8-11, Exterior(2E) 3-8-11 to 4-5-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 7, 33 lb uplift at joint 4 and 68 lb uplift at joint 5.
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 - Woodside at West Clay Lot 29
J08 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:06 Page: 1
ID:CTxRqKfH4kmWw HiVfoyLgBzWnxr-mnkiUFYaiG8OHt?VwY5o_9om NFmp6AYRd1ccDyz7fHl
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
3x4
3x5
= 3x4
=5x6
=3x4
3x4
7
6
5
1
2
43
W1
T1
T2
W5
B1
W2
W3 W4
0-1-11
Scale = 1:26.3
Plate Offsets (X, Y): [3:0-3-0,0-2-2]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 6 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 5-6 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 26 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins,
except end verticals, and 2-0-0 oc purlins: 3-4.
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) 5=226/ Mechanical, (min. 0-1-8), 7=284/0-4-0, (min. 0-1-8)
Max Horiz 7=82 (LC 12)
Max Uplift 5=-138 (LC 9), 7=-109 (LC 12)
Max Grav 5=259 (LC 33), 7=401 (LC 34)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-7=-384/116
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
exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 7 and 138 lb uplift at joint 5.
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.
12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 lb down and 165 lb up at 2-4-11 on top chord, and 66 lb down and 35
lb up at 2-4-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-3=-51, 3-4=-61, 5-7=-20
Concentrated Loads (lb)
Vert: 6=0 (F), 3=-107 (F), 8=-24 (F)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
J09 1 12004899-12T Jack-Closed Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:06 Page: 1
ID:5pL5UtKIhYKy8f3xuO3AqOzWo2j-mnkiUFYaiG8OHt?Vw Y5o_9osxFrU6AFRd1ccDyz7fHl
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
4.99 12
3x4
5
4
1
2
3
W1
T1
B1
Scale = 1:24.8
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 0.36 Vert(LL) -0.02 4-5 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.15 Vert(CT) -0.02 4-5 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.04 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 14 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=34/ Mechanical, (min. 0-1-8), 4=17/ Mechanical, (min. 0-1-8),
5=129/0-6-1, (min. 0-1-8)
Max Horiz 5=85 (LC 11)
Max Uplift 3=-57 (LC 12), 4=-16 (LC 30), 5=-127 (LC 8)
Max Grav 3=79 (LC 19), 4=57 (LC 7), 5=215 (LC 19)
FORCES (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 127 lb uplift at joint 5, 57 lb uplift at joint 3 and 16 lb uplift at joint 4.
8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 164 lb up at 0-9-14, and 68 lb down and 117 lb up at
1-10-2 on top chord, and 11 lb down and 18 lb up at 0-9-14, and 32 lb down and 35 lb up at 1-10-2 on bottom chord. The design/selection of such connection device(s) is the
responsibility of others.
10) 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
Concentrated Loads (lb)
Vert: 7=43 (F), 8=30 (B), 9=1 (F), 10=1 (B)
Trapezoidal Loads (lb/ft)
Vert: 2=-2 (F=24, B=24)-to-7=-11 (F=20, B=20), 7=-11 (F=20, B=20)-to-8=-24 (F=14, B=14), 8=-24 (F=14, B=14)-to-3=-53 (F=-1, B=-1), 5=0 (F=10, B=10)-
to-9=-4 (F=8, B=8), 9=-4 (F=8, B=8)-to-10=-9 (F=6, B=6), 10=-9 (F=6, B=6)-to-4=-21 (F=0, B=0)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
J10 1 12004899-12T Jack-Open Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:06 Page: 1
ID:zn?Kcompm6Pd?Rzve0j8QUzWo3S-mnkiUFYaiG8OHt?VwY5o_9opmFp26A7Rd1ccDyz7fHl
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
9 12
3x4
3x4
5
4
1
2
3
W1
T1
B1
Scale = 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 0.27 Vert(LL) 0.00 4-5 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.08 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: 5 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 0-11-12 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=-16/ Mechanical, (min. 0-1-8), 4=0/ Mechanical, (min. 0-1-8),
5=136/0-4-0, (min. 0-1-8)
Max Horiz 5=59 (LC 13)
Max Uplift 3=-51 (LC 22), 4=-32 (LC 13), 5=-3 (LC 12)
Max Grav 3=16 (LC 14), 4=35 (LC 14), 5=192 (LC 23)
FORCES (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 3 lb uplift at joint 5, 32 lb uplift at joint 4 and 51 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 - Woodside at West Clay Lot 29
J11 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:07 Page: 1
ID:aI?C 6bvH3ln_ZKM3APnr9Lz7gcV-E_I4hbZCTaGFv1aiTFc1XNL?1e9IrdNashLAlOz7fHk
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
3x4
3x4
5
4
1
2
W1
T1
B1
Scale = 1:26.1
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 0.18 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 YES WB 0.00 Horz(CT) 0.00 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 5 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 1-1-2 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=-18/ Mechanical, (min. 0-1-8), 4=0/ Mechanical, (min. 0-1-8),
5=154/0-4-0, (min. 0-1-8)
Max Horiz 5=48 (LC 13)
Max Uplift 3=-57 (LC 22), 4=-15 (LC 13), 5=-37 (LC 16)
Max Grav 3=7 (LC 12), 4=14 (LC 14), 5=213 (LC 22)
FORCES (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 37 lb uplift at joint 5, 15 lb uplift at joint 4 and 57 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 - Woodside at West Clay Lot 29
J12 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:07 Page: 1
ID:oCu0Rg2ELAJMGzDKULdXsKzWo35-E_I4hbZCTaGFv1aiTFc1XNL1QeAsrdNashLAlOz7fHk
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6 12
3x4
4x4
5
4
1
2
3
W1
T1
B1
Scale = 1:23.4
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 0.38 Vert(LL) 0.02 4-5 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.02 4-5 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 12 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=84/ Mechanical, (min. 0-1-8), 4=39/ Mechanical, (min. 0-1-8),
5=218/0-4-0, (min. 0-1-8)
Max Horiz 5=91 (LC 16)
Max Uplift 3=-80 (LC 16), 5=-41 (LC 16)
Max Grav 3=132 (LC 23), 4=72 (LC 7), 5=299 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-266/193
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) -1-2-12 to 1-9-4, Interior (1) 1-9-4 to 3-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; 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; 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.
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 41 lb uplift at joint 5 and 80 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 - Woodside at West Clay Lot 29
J13 1 12004899-12T Jack-Open Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:07 Page: 1
ID:Qh7HKq5J?c3cViUlFG 9d4UzWo?9-E_I4hbZCTaG Fv1aiTFc1XNL_Ce7yrdNashLAlOz7fHk
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
4.99 12
3x4
3x4
5
4
1
2
W1
T1
B1
Scale = 1:24.7
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 0.19 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) 0.00 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 1-8-5 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=-15/ Mechanical, (min. 0-1-8), 4=-4/ Mechanical, (min.
0-1-8), 5=118/0-7-3, (min. 0-1-8)
Max Horiz 5=51 (LC 11)
Max Uplift 3=-45 (LC 16), 4=-27 (LC 11), 5=-77 (LC 8)
Max Grav 3=22 (LC 8), 4=15 (LC 7), 5=180 (LC 18)
FORCES (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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 5, 27 lb uplift at joint 4 and 45 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=-21 (F=15, B=15), 5=0 (F=10, B=10)-to-4=-8 (F=6, B=6)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
J14 1 12004899-12T Jack-Open Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:07 Page: 1
ID:5wXDQKHzZcLYDkltPyoO0FzWnqa-E_I4hbZCTaGFv1aiTFc1XNL1DeAordNashLAlOz7fHk
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
4.99 12
3x4
3x4
5
4
1
2
W1
T1
B1
Scale = 1:18.5
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 0.24 Vert(LL) 0.00 4-5 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.06 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 1-8-5 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 3=-21/ Mechanical, (min. 0-1-8), 4=-6/ Mechanical, (min.
0-1-8), 5=135/1-6-1, (min. 0-1-8)
Max Horiz 5=52 (LC 11)
Max Uplift 3=-48 (LC 18), 4=-16 (LC 27), 5=-72 (LC 8)
Max Grav 3=27 (LC 8), 4=14 (LC 7), 5=207 (LC 18)
FORCES (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; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Refer to girder(s) for truss to truss connections.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 5, 16 lb uplift at joint 4 and 48 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=-21 (F=15, B=15), 5=0 (F=10, B=10)-to-4=-8 (F=6, B=6)
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
J15 1 12004899-12T Jack-Open Girder Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:07 Page: 1
ID :ZOc1BUVFK8d_NV7KSk7cl1zWnqI-E_I4hbZCTaGFv1aiTFc1XNL0ReAfrdNashLAlOz7fHk
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
= 3x4
=3x4
=3x4
1 5
42
3
T1 T1
B1
Scale = 1:23.2
Plate Offsets (X, Y): [3:0-2-0,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.02 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 0.00 Horz(CT) 0.00 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 8 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-9-5 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 2-4-11.
(lb) - Max Horiz 2=33 (LC 15), 6=33 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 4, 6, 10
Max Grav All reactions 250 (lb) or less at joint(s) 2, 4, 6, 10
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; 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
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, 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 - Woodside at West Clay Lot 29
P01 18 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:07 Page: 1
ID:6cgHyLCRSD2O6p7YSe18UzzWy0i-E_I4hbZCTaGFv1aiTFc1XNL3oeA8rdNashLAlOz7fHk
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
= 3x4
=3x4
=3x4
1 5
42
3
T1 T1
B1
Scale = 1:23.2
Plate Offsets (X, Y): [3:0-2-0,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 16 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 2-4-11.
(lb) - Max Horiz 2=33 (LC 15), 6=33 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 4, 6, 10
Max Grav All reactions 250 (lb) or less at joint(s) 2, 4, 6, 10
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) 2-ply truss to be connected together as follows:
Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected with 10d (0.131"x3") nails 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 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
5) 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.
6) 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
7) Unbalanced snow loads have been considered for this design.
8) 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.
9) Gable requires continuous bottom chord bearing.
10) Gable studs spaced at 4-0-0 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) 2, 4, 2, 4.
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) 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 - Woodside at West Clay Lot 29
P02 1 22004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:08 Page: 1
ID:xm1ZCOGC13pYqkaipv7YjEzW y0c-iAsTvxaqEtO6WB9u1y7G4atEl2Wba4dk4K5jHqz7fHj
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
= 3x10
=4x6
=3x5
4x4
11 1
10 9 8 7 6
5
2
4
3
T1
T2
W1B1
ST3
ST2
ST1
ST2
ST1
Scale = 1:35.4
Plate Offsets (X, Y): [2:0-10-0,0-0-10]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.68 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 46 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 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 12-11-15.
(lb) - Max Horiz 2=80 (LC 15), 16=80 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 6, 9 except 2=-106 (LC 16),
5=-139 (LC 17), 10=-111 (LC 16), 16=-106 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 6, 7, 8, 9 except 2=364
(LC 2), 5=434 (LC 2), 10=291 (LC 23), 16=364 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-500/299, 20-21=-406/305, 3-21=-403/319, 3-22=-406/318, 22-23=-407/304, 4-23=-488/297, 4-5=-376/252
BOT CHORD 2-10=-222/363, 9-10=-222/363, 8-9=-222/363, 7-8=-222/363, 6-7=-222/363, 5-6=-222/363
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) 0-4-3 to 3-4-3, Interior (1) 3-4-3 to 8-1-4, Exterior(2R) 8-1-4 to 11-1-4, Interior (1) 11-1-4 to 14-1-4 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=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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6 except (jt=lb) 2=105, 5=139, 10=110, 2=105.
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) 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 - Woodside at West Clay Lot 29
P03 1 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:08 Page: 1
ID:iraR0lnY8z5asBomGjuPQ5zW y?y-iAsTvxaqEtO6WB9u1y7G4at6X2M 9a4dk4K5jHqz7fHj
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
= 3x4 1.5x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
11 1
10 9 8
7
2
6
53
4
T1
T2
W1B1
ST2
ST1 ST1
Scale = 1:35.4
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 7 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 41 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 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 12-11-15.
(lb) - Max Horiz 2=80 (LC 15), 12=80 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 7, 12 except 8=-139 (LC
17), 10=-144 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 7, 12 except 8=358
(LC 24), 9=294 (LC 2), 10=380 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-10=-303/224, 5-8=-293/220
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) 0-4-3 to 3-4-3, Interior (1) 3-4-3 to 8-1-4, Exterior(2R) 8-1-4 to 11-1-4, Interior (1) 11-1-4 to 14-1-4 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=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, 7, 2 except (jt=lb) 10=143, 8=139.
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 - Woodside at West Clay Lot 29
P04 8 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:09 Page: 1
ID:xZdrvquB1kEJRa_VI6YWI_zWy?p-AMQr6GaS?BW z8Lk4bgeVcoQMgSrXJWotJ_qGqHz7fHi
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
= 3x4 1.5x4
= 4x4
1.5x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
15 1
14 13 12 11 10
9
2
843
75
6
T1
T2
T3 T4
W3 B1
W1 W2
ST2
ST1 ST10-1-14
Scale = 1:39.2
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 47 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
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, and 2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 2-14.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 14-9-15.
(lb) - Max Horiz 2=80 (LC 15), 16=80 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 9, 13, 14, 16 except
10=-140 (LC 17), 12=-136 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 9, 13, 14, 16 except
10=357 (LC 47), 11=300 (LC 2), 12=409 (LC 43)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-12=-343/208, 7-10=-293/205
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) 0-4-3 to 4-7-8, Interior (1) 4-7-8 to 9-11-4, Exterior(2R) 9-11-4 to 12-11-4, Interior (1) 12-11-4 to 15-11-4 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) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 4-0-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 14, 13, 2 except (jt=lb) 12=136, 10=139.
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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
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 - Woodside at West Clay Lot 29
P05 1 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:09 Page: 1
ID:TBekPwVYF5XDRFo6DcREJXzWy?1-AMQr6GaS?BWz8Lk4bgeVcoQMISrTJWgtJ_qGqHz7fHi
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
= 3x4 1.5x4
= 4x6 =4x4
1.5x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
13 1
12 11 10 9
8
2
7
6
43
5
T1
T2
T3
T4
W2 B1
W1
ST2
ST1
ST3
0-1-14
Scale = 1:39.2
Plate Offsets (X, Y): [2:0-2-0,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.29 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 2 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 49 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, and 2-0-0 oc purlins (6-0-0 max.): 3-4.
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 14-9-15.
(lb) - Max Horiz 2=80 (LC 15), 14=80 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 8, 11, 14 except 9=-139
(LC 17), 12=-119 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 8, 11 except 2=288 (LC
43), 9=357 (LC 49), 10=262 (LC 49), 12=418 (LC 43), 14=288
(LC 43)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-12=-252/159, 6-9=-292/208
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) 0-4-3 to 3-4-3, Interior (1) 3-4-3 to 5-9-8, Exterior(2E) 5-9-8 to 7-7-8, Interior (1) 7-7-8 to 9-11-4, Exterior(2R) 9-11-4 to 12-11-4, Interior (1) 12-11-4 to 15-11-4
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) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 4-0-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 11, 2 except (jt=lb) 12=118, 9=138.
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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
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 - Woodside at West Clay Lot 29
P06 1 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:09 Page: 1
ID:ykrFSKXV?WN0mTNeGg_PofzW xzh-AMQr6GaS?BW z8Lk4bgeVcoQLvSoTJWstJ_qGqHz7fHi
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
= 3x4 1.5x4
= 4x4
1.5x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
15 1
14 13 12 11 10
9
2
8
3 4
5 7
6
T1
T2
T3
T4
W1 B1
W1 W2
ST2
ST1 ST1
0-1-14
Scale = 1:38.1
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 0.22 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 47 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
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, and 2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 2-14.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 14-9-15.
(lb) - Max Horiz 2=80 (LC 15), 16=80 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 9, 13, 14, 16 except
10=-140 (LC 17), 12=-143 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 9, 13, 14, 16 except
10=357 (LC 24), 11=297 (LC 2), 12=434 (LC 43)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 5-12=-362/221, 7-10=-293/205
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) 0-4-3 to 4-11-4, Interior (1) 4-11-4 to 9-11-4, Exterior(2R) 9-11-4 to 12-11-4, Interior (1) 12-11-4 to 15-11-4 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) Gable requires continuous bottom chord bearing.
9) Gable studs spaced at 4-0-0 oc.
10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 14, 13, 2 except (jt=lb) 12=143, 10=139.
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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.
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 - Woodside at West Clay Lot 29
P07 1 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:10 Page: 1
ID:5JEtS1W JwPaW_w3CW BxPalzWxyQ-eY_DKcb4mVeqmUJH9N9k9?zXvsBj2zs1YeaqM jz7fHh
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
= 3x4 1.5x4 1.5x4
=4x4
1.5x4
1.5x4
=3x4
1 7
10 9 8
62
3 5
4
T1 T1
B1
ST2
ST1 ST1
Scale = 1:33.1
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 0.19 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.10 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-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 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 14-3-6.
(lb) - Max Horiz 2=71 (LC 16), 11=71 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 6, 11, 15 except 8=-143
(LC 17), 10=-144 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 6, 11, 15 except
8=381 (LC 24), 9=271 (LC 2), 10=381 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 3-10=-304/215, 5-8=-304/215
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) 0-4-3 to 3-4-3, Interior (1) 3-4-3 to 8-1-4, Exterior(2R) 8-1-4 to 11-1-4, Interior (1) 11-1-4 to 15-10-5 zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7) 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, 6, 2, 6 except (jt=lb) 10=143, 8=143.
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 - Woodside at West Clay Lot 29
P08 10 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:10 Page: 1
ID:K2HHL6dyoAiEZIFxXacWSezWxyH-eY_DKcb4mVeqmUJH9N9k9?zYRsBo2z31YeaqMjz7fHh
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
= 3x4
=4x4
=3x4
1 9
14 13 12 11 10
82
3 7
4 6
5
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
Scale = 1:33.1
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 0.08 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 49 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 14-3-6.
(lb) - Max Horiz 2=71 (LC 20), 15=71 (LC 20)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 8, 11, 13, 15, 19 except
10=-103 (LC 17), 14=-104 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 8, 11, 12, 13, 15, 19
except 10=265 (LC 24), 14=265 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; 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) 0-4-3 to 3-4-3, Interior (1) 3-4-3 to 8-1-4, Exterior(2R) 8-1-4 to 11-1-4, Interior (1) 11-1-4 to 15-10-5 zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7) All plates are 1.5x4 MT20 unless otherwise indicated.
8) Gable requires continuous bottom chord bearing.
9) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 11, 2, 8 except (jt=lb) 14=103, 10=103.
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) 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 - Woodside at West Clay Lot 29
P09 1 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:11 Page: 1
ID:ZnJgEBkbhxrz8hRfZzGdJYzWxy8-6lYbXyciXomgNeuTi5hzhDVkwGXQnRmAnIJNu9z7fHg
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6 12
=3x4
3x4
51 4
2
3
T1 W1
B1
Scale = 1:24.5
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 0.03 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.01 Vert(CT) n/a - n/a 999
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-MP
BCDL 10.0 Weight: 5 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 2-5-8 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 1-2-7.
(lb) - Max Horiz 2=45 (LC 15), 6=45 (LC 15)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 4, 6
Max Grav All reactions 250 (lb) or less at joint(s) 2, 4, 6
FORCES (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) 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.
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) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 4-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 2, 15 lb uplift at joint 4 and 31 lb uplift at joint 2.
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) 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 - Woodside at West Clay Lot 29
P10 4 12004899-12T Piggyback Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:11 Page: 1
ID:o0IeaK1P_0U28lmoau6oxPzWxq?-6lYbXyciXomgNeuTi5hzhDVliGYNnRNAnIJNu9z7fHg
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
=6x6
11
10 9 8
7
6
1
5
2 4
3
T1 T2
W1
W8
B1 B2
W3
W4 W5
W6
W2 W7
Scale = 1:50
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 0.43 Vert(LL) 0.12 9-11 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.41 Vert(CT) -0.12 9-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 7 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 109 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, W1:2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 7-3-1 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 7=823/0-4-0, (min. 0-1-8), 11=749/ Mechanical, (min. 0-1-8)
Max Horiz 11=265 (LC 15)
Max Uplift 7=-188 (LC 17), 11=-159 (LC 16)
Max Grav 7=934 (LC 2), 11=846 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-330/363, 2-12=-937/914, 12-13=-842/927, 3-13=-826/945, 3-14=-742/864, 14-15=-762/846, 4-15=-843/836,
4-5=-185/271, 1-11=-291/263, 5-7=-288/254
BOT CHORD 10-11=-592/742, 9-10=-592/742, 9-16=-311/500, 16-17=-311/500, 8-17=-311/500, 7-8=-490/645
WEBS 2-9=-310/293, 3-9=-555/423, 3-8=-473/317, 4-8=-225/257, 2-11=-733/500, 4-7=-817/572
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) 0-2-12 to 3-2-12, Interior (1) 3-2-12 to 11-3-2, Exterior(2R) 11-3-2 to 14-3-2, Interior (1) 14-3-2 to 22-9-14 zone; cantilever right exposed ; end vertical right
exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint 11 and 188 lb uplift at joint 7.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T01 2 12004899-12T Common Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:11 Page: 1
ID:SrDpnU8xp0C0fzAiCuzf55zWnj1-6lYbXyciXomgNeuTi5hzhDVfRGS7nDYAnIJNu9z7fHg
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
17
15 14 13 12
11
101
9
2
3 8
7
4
65
T2
T1
T3
T2
T1
W1
W10
B1 B2
W5 W6 W5
W7 W8
W2
W9
W3 W4
Scale = 1:56.3
Plate Offsets (X, Y): [2:0-3-0,0-3-14], [5:0-3-12,0-1-12], [6:0-3-12,0-1-12], [9:0-2-12,0-1-8]
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 0.67 Vert(LL) 0.12 16-17 >705 360 MT18HS 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.13 16-17 >656 240 MT20 197/144
TCDL 10.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 164 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W8,W1,W10,W9:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-15, 6-15, 7-13, 4-16
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 11=808/0-6-0, (min. 0-1-11), 16=997/0-6-0, (min. 0-2-3),
17=384/0-6-0, (min. 0-1-8)
Max Horiz 17=-347 (LC 14)
Max Uplift 11=-192 (LC 17), 16=-221 (LC 16), 17=-85 (LC 16)
Max Grav 11=1061 (LC 41), 16=1402 (LC 41), 17=469 (LC 41)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-21=-570/208, 5-21=-398/230, 5-6=-316/203, 6-22=-545/230, 22-23=-612/214, 23-24=-698/197, 7-24=-816/196,
7-8=-939/199, 8-25=-1085/179, 25-26=-1093/178, 9-26=-1188/172, 2-17=-403/162, 9-11=-1001/219
BOT CHORD 17-27=-340/354, 16-27=-340/354, 14-15=-47/482, 13-14=-47/482, 12-13=-36/868
WEBS 6-15=-485/149, 6-13=-139/489, 7-13=-557/276, 9-12=0/718, 4-16=-1250/234, 4-15=-45/506
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) -1-6-12 to 1-5-4, Interior (1) 1-5-4 to 12-2-5, Exterior(2E) 12-2-5 to 15-11-11, Exterior(2R) 15-11-11 to 20-2-9, Interior (1) 20-2-9 to 29-8-12 zone; cantilever left and
right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) 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 85 lb uplift at joint 17, 221 lb uplift at joint 16 and 192 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 - Woodside at West Clay Lot 29
T02 3 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:12 Page: 1
ID:gpqnJWudURpSSmxM oeEMEFzWnJX-ax6zlIdKI6vX?oTfGoCCEQ2lRfp7WoJJ?y3xRcz7fHf
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
15
13 12 11 10
9
8
7
1
6
5
2
3 4
T1
T2
T3
T4
W1
W10
B1 B2
W5 W6 W5
W7 W8
W2
W9
W3 W4
Scale = 1:56.3
Plate Offsets (X, Y): [1:Edge,0-1-8], [3:0-3-12,0-1-12], [4:0-3-12,0-1-12], [7:0-2-12,0-1-8]
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 0.77 Vert(LL) 0.13 14-15 >682 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.13 14-15 >661 240
TCDL 10.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 161 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W8,W1,W10,W9:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-13, 4-13, 5-11, 2-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 9=810/0-6-0, (min. 0-1-11), 14=1004/0-6-0, (min. 0-2-3),
15=262/0-6-0, (min. 0-1-8)
Max Horiz 15=-331 (LC 14)
Max Uplift 9=-190 (LC 17), 14=-226 (LC 16), 15=-60 (LC 12)
Max Grav 9=1063 (LC 41), 14=1413 (LC 41), 15=344 (LC 41)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-19=-580/208, 3-19=-401/229, 3-4=-318/201, 4-20=-547/228, 20-21=-614/212, 21-22=-700/196, 5-22=-818/194,
5-6=-942/197, 6-23=-1087/177, 23-24=-1096/176, 7-24=-1190/170, 1-15=-279/69, 7-9=-1002/218
BOT CHORD 15-25=-310/342, 14-25=-310/342, 12-13=-45/484, 11-12=-45/484, 10-11=-35/870
WEBS 4-13=-485/151, 4-11=-139/489, 5-11=-557/276, 7-10=0/719, 2-14=-1266/254, 2-13=-46/489
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) 0-7-12 to 3-7-12, Interior (1) 3-7-12 to 12-2-5, Exterior(2E) 12-2-5 to 15-11-11, Exterior(2R) 15-11-11 to 20-2-9, Interior (1) 20-2-9 to 29-8-12 zone; cantilever left
and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 15, 226 lb uplift at joint 14 and 190 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 - Woodside at West Clay Lot 29
T03 3 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:12 Page: 1
ID:gdP30yVdT6FD4cK9IrfKo0zW nIk-ax6zlIdKI6vX?oTfGoCCEQ2jufp7WoJJ?y3xRcz7fHf
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
15
14 13 12 11 10
9
8
7
1
6
52
43
T1
T2
T3
T4
W1
W10
B1 B2
W3 W4
W5 W6 W5
W7 W8
W2
W9
Scale = 1:56.3
Plate Offsets (X, Y): [1:0-1-4,0-1-12], [3:0-3-12,0-1-12], [4:0-3-12,0-1-12], [7:0-2-12,0-1-8]
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 0.68 Vert(LL) -0.05 10-11 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.10 10-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 158 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4,W5,W6,W7:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-10-5 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-13, 3-11, 5-11
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 9=1065/0-6-0, (min. 0-2-4), 15=1011/0-6-0, (min. 0-2-3)
Max Horiz 15=-331 (LC 12)
Max Uplift 9=-228 (LC 17), 15=-192 (LC 16)
Max Grav 9=1421 (LC 41), 15=1399 (LC 41)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-16=-1460/188, 16-17=-1370/190, 2-17=-1223/210, 2-18=-1311/250, 18-19=-1277/254, 19-20=-1116/271,
3-20=-1059/286, 3-4=-909/299, 4-21=-1079/289, 21-22=-1146/273, 22-23=-1232/257, 5-23=-1350/255, 5-6=-1424/248,
6-24=-1568/228, 24-25=-1578/227, 7-25=-1672/221, 1-15=-1346/214, 7-9=-1359/255
BOT CHORD 14-15=-286/333, 13-14=-187/1098, 12-13=-102/886, 11-12=-102/886, 10-11=-76/1255
WEBS 2-14=-254/94, 2-13=-366/232, 3-13=-123/360, 4-11=-102/374, 5-11=-514/270, 1-14=-84/1109, 7-10=-32/1100
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) 0-7-12 to 3-7-12, Interior (1) 3-7-12 to 12-2-5, Exterior(2E) 12-2-5 to 15-11-11, Exterior(2R) 15-11-11 to 20-2-9, Interior (1) 20-2-9 to 29-8-12 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 15 and 228 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 - Woodside at West Clay Lot 29
T04 5 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:13 Page: 1
ID:vMSSv1cGLtNxf_WuJEJRgvzWnIb-27fMyeez3Q1Ody2rqWjRnebw137kFDNTEcoUz2z7fHe
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
3x4
19 18 15
14 13 12 11
10
916 17
8
1
2
7
6
3
4 5
T1
T2
T3
T4
W1
W14
B1 B3 B5
B2
B3
B4
W5
W8
W7 W9 W10 W9
W11 W12
W13W3
W2
W4
W6
Scale = 1:61.4
Plate Offsets (X, Y): [2:0-1-0,0-2-0], [4:0-7-8,0-1-8], [5:0-3-12,0-1-12], [8:0-2-12,0-1-8], [16:0-2-12,0-2-4]
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 0.67 Vert(LL) -0.06 3 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.11 11-12 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.06 10 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 182 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W7,W9,W10,W11:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-10-10 max.): 4-5.
BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing.
WEBS 1 Row at midpt 4-14, 4-12, 6-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 10=1064/0-6-0, (min. 0-2-4), 19=1009/0-6-0, (min. 0-2-3)
Max Horiz 19=-331 (LC 12)
Max Uplift 10=-228 (LC 17), 19=-193 (LC 16)
Max Grav 10=1421 (LC 41), 19=1400 (LC 41)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1307/231, 2-20=-1681/241, 20-21=-1536/253, 3-21=-1411/269, 3-22=-1669/464, 4-22=-1502/475, 4-5=-909/300,
5-23=-1078/291, 23-24=-1146/275, 24-25=-1231/259, 6-25=-1349/257, 6-7=-1423/248, 7-26=-1568/228,
26-27=-1577/227, 8-27=-1672/221, 1-19=-1343/241, 8-10=-1358/255
BOT CHORD 2-17=-491/163, 16-17=-363/1308, 3-16=-501/299, 13-14=-102/880, 12-13=-102/880, 11-12=-76/1254
WEBS 14-16=-86/778, 4-16=-342/850, 5-12=-94/359, 6-12=-514/270, 8-11=-32/1099, 17-19=-340/340, 1-17=-202/1170
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) 0-7-12 to 3-7-12, Interior (1) 3-7-12 to 12-2-5, Exterior(2E) 12-2-5 to 15-11-11, Exterior(2R) 15-11-11 to 20-2-9, Interior (1) 20-2-9 to 29-8-12 zone; cantilever left
and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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 228 lb uplift at joint 10 and 193 lb uplift at joint 19.
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 - Woodside at West Clay Lot 29
T05 6 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:13 Page: 1
ID:V2Ilrqn22B8yK8ba8AZjEszW nIN-27fMyeez3Q1Ody2rqWjRnebw837hFBDTEcoUz2z7fHe
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
=6x6
20
19
17 13
12
11
1 15
2
14 16
3
5 6 7 8 9 104
T1
T2 T3
W12
W1
B1
B2
B3
B2
B4
W3 W4
W5
W7
W6 W9 W8 W9
W11
W10
W12 W13
W2
W8 W8
0-1-14
Scale = 1:66
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [14:0-2-8,0-2-12], [16:0-2-4,0-2-4]
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 0.52 Vert(LL) -0.08 14-15 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.15 14-15 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.04 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 195 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W9,W13:2x4 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 (4-9-4 max.): 4-10.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 10-11, 4-18
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 11=863/ Mechanical, (min. 0-1-8), 18=1931/0-6-0, (min. 0-3-9),
20=20/0-4-0, (min. 0-1-8)
Max Horiz 20=219 (LC 16)
Max Uplift 11=-241 (LC 12), 18=-607 (LC 13), 20=-220 (LC 45)
Max Grav 11=1134 (LC 37), 18=2257 (LC 37), 20=378 (LC 38)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-172/572, 3-21=-130/609, 3-4=-237/945, 4-5=-113/412, 5-22=-867/184, 22-23=-867/184, 6-23=-867/184,
6-24=-867/184, 24-25=-867/184, 7-25=-867/184, 7-8=-1277/282, 8-9=-1277/282, 9-26=-837/178, 10-26=-837/178,
10-11=-1083/262, 2-20=-330/264
BOT CHORD 20-27=-283/136, 19-27=-283/136, 18-19=-511/87, 5-16=-1357/351, 15-16=-321/101, 14-15=-291/1304
WEBS 3-19=-302/261, 3-18=-608/505, 4-18=-1444/346, 16-18=-955/213, 4-16=-212/988, 5-15=-326/1540, 6-15=-512/196,
7-15=-565/137, 12-14=-170/780, 9-14=-133/565, 9-12=-916/288, 10-12=-254/1199, 2-19=-545/178
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 10-2-8, Exterior(2R) 10-2-8 to 15-2-12, Interior (1) 15-2-12 to 35-4-4 zone; cantilever left exposed ; end vertical left
exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 11, 220 lb uplift at joint 20 and 607 lb uplift at joint 18.
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) 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 - Woodside at West Clay Lot 29
T06 1 12004899-12T Half Hip Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:14 Page: 1
ID:9iXfwqw?6evughA1v0u7R8zX6i3-XKDk9_ebqj9FE6d2ODEgJr77GTTg_dZcTGY1VUz7fHd
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
23
22
20 15
14
13
1 19 18 17 16
2
3 4
5
6
8 9 10 11 127
T2
T1
T3 T4
W15
W1
B1 B5
B2
B3
B4
W7
W12
W14
W13
W15 W16
W5
W6
W3 W4
W2
W11W9 W10 W11 W8
Scale = 1:66
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [7:0-6-0,0-0-15], [16:0-3-0,0-2-8], [19:0-2-8,0-2-8]
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 0.51 Vert(LL) -0.07 16-17 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.12 16-17 >999 240
TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.04 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 219 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W15,W12,W13,W16,W10:2x4 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 (5-0-15 max.): 7-12.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 12-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 13=924/ Mechanical, (min. 0-1-8), 21=1666/0-6-0, (min.
0-2-14), 23=190/0-4-0, (min. 0-1-8)
Max Horiz 23=282 (LC 16)
Max Uplift 13=-262 (LC 13), 21=-504 (LC 13), 23=-42 (LC 16)
Max Grav 13=1235 (LC 37), 21=1815 (LC 37), 23=370 (LC 38)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-24=-254/199, 4-26=-213/468, 26-27=-201/496, 5-27=-199/527, 7-28=-940/206, 8-28=-941/205, 8-29=-1136/245,
9-29=-1136/245, 9-10=-1129/246, 10-11=-1129/246, 11-30=-745/157, 12-30=-745/157, 12-13=-1185/283, 2-23=-324/206
BOT CHORD 23-31=-327/160, 22-31=-327/160, 22-32=-305/165, 21-32=-305/165, 16-17=-204/938, 9-16=-455/169
WEBS 19-21=-448/77, 8-16=-68/305, 14-16=-146/652, 11-16=-131/570, 11-14=-968/298, 12-14=-257/1218, 5-21=-1337/330,
5-19=-210/1094, 4-22=-286/223, 4-21=-550/463, 7-17=-249/1181, 8-17=-768/249, 7-19=-1182/230
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 13-2-8, Exterior(2R) 13-2-8 to 18-2-12, Interior (1) 18-2-12 to 35-4-4 zone; cantilever left exposed ; end vertical left
exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 13, 42 lb uplift at joint 23 and 504 lb uplift at joint 21.
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) 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 - Woodside at West Clay Lot 29
T07 1 12004899-12T Half Hip Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:14 Page: 1
ID:ZHDnZryuPZHSX8vca8Rq2mzX6i0-XKDk9_ebqj9FE6d2ODEgJr78TTU?_YQcTGY1VUz7fHd
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
24
23
21 15
14
13
1
19 18 17 16
2
20
3
4
5
6
7 8
9 10 11 12
T2
T1
T3
T4
T5
W18
W1
B1
B2
B3
B4
B5
W7
W9
W10 W11W12 W13
W14 W15
W17
W16
W18 W19
W5
W6
W2
W3 W4
W8
W14
ST6
ST5
ST4
ST3ST2
ST1
Scale = 1:66.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [6:0-1-12,0-2-0], [8:0-3-12,Edge], [9:0-6-0,0-2-8], [16:0-3-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) 0.03 23-24 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.08 13-14 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.02 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 311 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except* W7,W9,W17,W1,W5,W6,W2,W3,W4,W8:2x4
SPF Stud
OTHERS 2x4 SPF Stud *Except* ST3,ST2:2x4 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 (6-0-0 max.): 7-8, 9-12.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 23-24,22-23,20-21.
1 Row at midpt 10-16
WEBS 1 Row at midpt 12-13, 8-19, 8-17, 9-17, 9-16, 11-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 13=919/ Mechanical, (min. 0-1-8), 22=1578/0-6-0, (min.
0-2-14), 24=222/0-4-0, (min. 0-1-8)
Max Horiz 24=419 (LC 16)
Max Uplift 13=-250 (LC 13), 22=-465 (LC 16), 24=-16 (LC 12)
Max Grav 13=1160 (LC 43), 22=1835 (LC 44), 24=277 (LC 44)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-39=-308/427, 5-39=-285/444, 6-40=-477/57, 40-41=-468/67, 7-41=-434/74, 7-8=-394/97, 8-9=-692/145, 9-10=-653/152,
10-42=-656/153, 42-43=-656/153, 43-44=-656/153, 11-44=-656/153, 11-45=-498/108, 12-45=-498/108, 12-13=-1107/273
BOT CHORD 24-46=-460/212, 23-46=-460/212, 22-23=-369/91, 6-20=-912/285, 18-19=-176/540, 17-18=-175/541, 16-17=-161/594,
10-16=-343/128
WEBS 20-22=-413/43, 6-19=-142/720, 8-19=-605/104, 14-16=-106/433, 11-16=-115/322, 11-14=-841/279, 12-14=-219/1010,
5-22=-1273/387, 5-20=-216/818, 4-23=-299/219, 4-22=-485/476
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 16-2-8, Exterior(2E) 16-2-8 to 18-0-8, Interior (1) 18-0-8 to 21-3-0, Exterior(2R) 21-3-0 to 24-9-10, Interior (1) 24-9-10 to
35-4-4 zone; cantilever left exposed ; end vertical left exposed; porch left 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 3x4 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 250 lb uplift at joint 13, 16 lb uplift at joint 24 and 465 lb uplift at joint 22.
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T08 1 12004899-12T Piggyback Base Structural Gable Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:15 Page: 1
ID:sd8R1F1HljATtDxyV63TqFzX6hv-?W n6NKfDa1H6sGBExxlvs3gGktsXj0QmhwHb1w z7fHc
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
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 - Woodside at West Clay Lot 29
T08 1 12004899-12T Piggyback Base Structural Gable Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:15 Page: 2
ID:sd8R1F1HljATtDxyV63TqFzX6hv-?Wn6NKfDa1H6sGBExxlvs3gGktsXj0QmhwHb1wz7fHc
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
22
21
19 14
13
12
1
17 16 15
2
18
3
4
5
6
87 9 10 11
T2
T1
T3 T4 T5
W16
W1
B1 B5
B2
B3
B4
W7
W9
W10 W13
W15
W14
W16 W17
W5
W6
W2
W3 W4
W12 W11
W8
W12
0-1-14
Scale = 1:67.3
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [6:0-3-0,0-2-0], [8:0-2-12,0-4-0], [15:0-3-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.06 17-18 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.13 17-18 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.02 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 267 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* T3:2x6 SPF No.2, T4:2x8 SP 2400F 2.0E
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except* W7,W15,W1,W5,W6,W2,W3,W4,W8:2x4 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.): 7-11.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 9-15
WEBS 1 Row at midpt 11-12, 7-17, 8-15, 10-13, 8-17
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 12=924/ Mechanical, (min. 0-1-8), 20=1570/0-6-0, (min.
0-2-12), 22=227/0-4-0, (min. 0-1-8)
Max Horiz 22=416 (LC 16)
Max Uplift 12=-264 (LC 13), 20=-431 (LC 16), 22=-11 (LC 12)
Max Grav 12=1178 (LC 37), 20=1739 (LC 38), 22=275 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-278/340, 4-24=-267/364, 5-24=-266/427, 6-25=-651/86, 25-26=-645/89, 7-26=-602/116, 7-8=-541/133,
8-9=-696/158, 9-27=-702/165, 10-27=-689/166, 10-28=-489/111, 11-28=-489/111, 11-12=-1129/285
BOT CHORD 22-29=-431/211, 21-29=-431/211, 20-21=-364/73, 6-18=-917/282, 16-17=-158/622, 15-16=-157/622, 9-15=-410/149
WEBS 18-20=-413/62, 6-17=-103/681, 13-15=-108/419, 10-15=-113/402, 10-13=-872/295, 11-13=-236/1039, 5-20=-1236/348,
5-18=-191/863, 3-21=-294/217, 3-20=-433/474, 8-17=-401/126
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 19-2-8, Exterior(2R) 19-2-8 to 24-3-12, Interior (1) 24-3-12 to 35-4-4 zone; cantilever left exposed ; end vertical left
exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=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.
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) Provide adequate drainage to prevent water ponding.
6) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 12, 11 lb uplift at joint 22 and 431 lb uplift at joint 20.
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 - Woodside at West Clay Lot 29
T09 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:16 Page: 1
ID:9_34Ve7g6s2TDIzIP4h6djzX6ho-TiLUaggrLLPzUPmQVeG8OGCRLH90ST6vwa18aNz7fHb
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
21
20
18 14
13
12
1
16 15
2
17
3
4
5
6
7 8 9 10 11
T2
T1
T3 T4
W15
W1
B1 B5
B2
B3
B4
W7
W9
W10 W11
W14
W13
W15 W16
W5
W6
W2
W3 W4
W8
W12
Scale = 1:63.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [6:0-2-12,0-2-0], [7:0-4-0,0-2-8], [15:0-3-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.07 16-17 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.14 16-17 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.02 12 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 No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W15,W9,W10,W11,W13,W16,W12:2x4 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 (6-0-0 max.): 7-11.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 8-15
WEBS 1 Row at midpt 11-12, 7-16, 7-15, 9-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 12=925/ Mechanical, (min. 0-1-8), 19=1562/0-6-0, (min.
0-2-12), 21=231/0-4-0, (min. 0-1-8)
Max Horiz 21=434 (LC 16)
Max Uplift 12=-263 (LC 13), 19=-436 (LC 16), 21=-17 (LC 12)
Max Grav 12=1178 (LC 37), 19=1744 (LC 38), 21=279 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-276/322, 4-23=-265/354, 5-23=-264/419, 6-24=-661/90, 24-25=-650/93, 7-25=-607/122, 7-8=-685/165,
8-26=-684/166, 9-26=-684/166, 9-27=-488/110, 10-27=-488/110, 10-11=-488/110, 11-12=-1128/284
BOT CHORD 21-28=-441/200, 20-28=-441/200, 19-20=-363/73, 6-17=-927/286, 15-16=-139/547, 8-15=-460/172
WEBS 17-19=-409/60, 6-16=-95/657, 7-16=-292/132, 7-15=-97/313, 13-15=-107/413, 9-15=-107/382, 9-13=-870/294,
11-13=-234/1037, 5-19=-1236/349, 5-17=-198/881, 3-20=-295/217, 3-19=-432/473
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 19-5-0, Exterior(2R) 19-5-0 to 24-3-12, Interior (1) 24-3-12 to 35-4-4 zone; cantilever left exposed ; porch left exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint 12, 17 lb uplift at joint 21 and 436 lb uplift at joint 19.
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) 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 - Woodside at West Clay Lot 29
T10 3 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:17 Page: 1
ID:2lJbK?AA95YvhvH3ewm2nZzX6hk-xvvso0hT6eXq5ZLd3LoNxUlaegUfBwM29Em i6pz7fHa
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
22
21
19 14
13
12
1
17 16 15
2
18
3
4
5
6
87 9 10 11
T2
T1
T3 T4
W16
W1
B1
B2
B3
B4
B5
W7
W12W13
W15
W14 W16 W17
W5
W6
W10 W11
W9
W3 W4
W2
W8
W12
0-1-14
Scale = 1:67.3
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [6:0-2-12,0-2-0], [8:0-2-12,0-2-0], [15:0-3-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.07 17-18 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(CT) -0.15 17-18 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.02 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 262 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except* W7,W15,W1,W5,W6,W3,W4,W2,W8:2x4 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.): 7-11.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 9-15
WEBS 1 Row at midpt 11-12, 8-15, 10-13, 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) 12=922/ Mechanical, (min. 0-1-8), 20=1573/0-6-0, (min.
0-2-12), 22=224/0-4-0, (min. 0-1-8)
Max Horiz 22=419 (LC 16)
Max Uplift 12=-261 (LC 13), 20=-439 (LC 16), 22=-13 (LC 12)
Max Grav 12=1171 (LC 37), 20=1749 (LC 38), 22=272 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-281/342, 4-24=-269/371, 5-24=-269/434, 6-25=-659/86, 25-26=-642/89, 7-26=-599/118, 7-8=-537/138,
8-9=-670/159, 9-27=-674/163, 10-27=-674/163, 10-28=-485/109, 11-28=-485/109, 11-12=-1121/282
BOT CHORD 22-29=-433/211, 21-29=-433/211, 20-21=-361/69, 6-18=-933/290, 16-17=-152/612, 15-16=-152/612, 9-15=-362/136
WEBS 18-20=-423/68, 13-15=-110/423, 10-15=-105/367, 10-13=-866/293, 11-13=-233/1032, 5-20=-1240/351, 5-18=-199/887,
8-17=-374/136, 6-17=-99/668, 3-21=-295/217, 3-20=-435/475
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 19-6-4, Exterior(2R) 19-6-4 to 24-3-12, Interior (1) 24-3-12 to 35-4-4 zone; cantilever left exposed ; end vertical left
exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=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.
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) Provide adequate drainage to prevent water ponding.
6) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 261 lb uplift at joint 12, 13 lb uplift at joint 22 and 439 lb uplift at joint 20.
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 - Woodside at West Clay Lot 29
T11 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:18 Page: 1
ID:W COO69OTwdpLsgfWhi5GWMzX6hS-P5TF?Lh5tyfhjjwpd3JcUhIlL4qrwNZCO uW FeFz7fHZ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
24
23
21 15
14
13
1
19 18 17 16
2
20
3
4
5
6
7 8
9 10 11 12
T2
T1
T3
T4
T5
W19
W1
B1 B5
B2
B3
B4
W7
W9
W10 W11W12 W13
W14 W15
W18
W17
W19 W20
W5
W6
W3 W4
W2
W8
W16
Scale = 1:66.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [6:0-1-12,0-2-0], [8:0-3-12,Edge], [9:0-3-0,0-2-0], [16:0-3-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) 0.03 23-24 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.08 14-15 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.02 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 275 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except* W7,W9,W18,W1,W5,W6,W3,W4,W2,W8:2x4
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.): 7-8, 9-12.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 23-24,22-23,20-21.
1 Row at midpt 10-16
WEBS 1 Row at midpt 12-13, 8-19, 8-17, 9-17, 9-16, 11-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 13=919/ Mechanical, (min. 0-1-8), 22=1579/0-6-0, (min.
0-2-14), 24=221/0-4-0, (min. 0-1-8)
Max Horiz 24=419 (LC 16)
Max Uplift 13=-250 (LC 13), 22=-466 (LC 16), 24=-16 (LC 12)
Max Grav 13=1161 (LC 43), 22=1823 (LC 44), 24=268 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-308/440, 6-26=-502/62, 26-27=-460/70, 7-27=-458/78, 7-8=-413/103, 8-9=-690/146, 9-10=-657/151,
10-28=-663/152, 28-29=-663/152, 29-30=-663/152, 11-30=-663/152, 11-31=-480/104, 12-31=-480/104, 12-13=-1112/271
BOT CHORD 24-32=-458/212, 23-32=-458/212, 22-23=-368/78, 6-20=-913/287, 18-19=-173/550, 17-18=-173/551, 16-17=-159/594,
10-16=-377/140
WEBS 20-22=-414/46, 6-19=-139/715, 8-19=-579/99, 14-16=-106/416, 11-16=-118/354, 11-14=-855/281, 12-14=-220/1021,
5-22=-1273/386, 5-20=-214/821, 4-23=-299/219, 4-22=-466/476
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 16-6-4, Exterior(2E) 16-6-4 to 18-4-4, Interior (1) 18-4-4 to 21-3-0, Exterior(2R) 21-3-0 to 24-9-10, Interior (1) 24-9-10 to
35-4-4 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 lb uplift at joint 13, 16 lb uplift at joint 24 and 466 lb uplift at joint 22.
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) 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 - Woodside at West Clay Lot 29
T12 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:19 Page: 1
ID:LMlgNDTEVTaVab6g2zCgldzX6hM-tH1dDhikeGnYLtV?Amqr0vqzNUCFfqPLcYFoAiz7fHY
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
24
23
21 15
14
13
1 20 19 18 17 16
2
3
4
5
6
7 8
9 10 11 12
T2
T1
T3
T4
T5
W18
W1
B1 B5
B2
B3
B4
W7
W8W9 W10W11 W12
W13 W14
W17
W16
W18 W19
W5
W6
W3 W4
W2
W15
Scale = 1:66.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [7:0-2-8,0-1-0], [8:0-5-0,0-1-13], [9:0-4-0,0-2-8], [16:0-3-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.05 10 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.09 17-18 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.03 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 263 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W18,W12,W13,W14,W16,W19,W15:2x4 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8, 9-12.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 10-16
WEBS 1 Row at midpt 12-13, 9-17, 9-16, 11-14
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 13=923/ Mechanical, (min. 0-1-8), 22=1558/0-6-0, (min.
0-2-14), 24=237/0-4-0, (min. 0-1-8)
Max Horiz 24=419 (LC 16)
Max Uplift 13=-252 (LC 13), 22=-456 (LC 16), 24=-18 (LC 13)
Max Grav 13=1155 (LC 43), 22=1840 (LC 44), 24=356 (LC 44)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-25=-253/100, 4-27=-296/309, 27-28=-285/342, 5-28=-276/424, 8-30=-702/107, 9-30=-663/123, 9-10=-649/149,
10-31=-655/152, 31-32=-655/152, 32-33=-655/152, 11-33=-655/152, 11-34=-477/105, 12-34=-477/105, 12-13=-1106/273,
2-24=-310/175
BOT CHORD 24-35=-462/213, 23-35=-462/213, 22-23=-378/155, 18-19=-190/416, 17-18=-189/418, 16-17=-162/591, 10-16=-364/138
WEBS 20-22=-294/9, 7-20=-786/180, 7-19=-136/726, 8-19=-864/167, 8-17=-53/268, 14-16=-110/411, 11-16=-121/346,
11-14=-849/284, 12-14=-222/1014, 5-22=-1296/393, 5-20=-207/850, 4-23=-297/214, 4-22=-546/472
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 13-6-4, Exterior(2E) 13-6-4 to 15-4-4, Interior (1) 15-4-4 to 21-3-0, Exterior(2R) 21-3-0 to 24-9-10, Interior (1) 24-9-10 to
35-4-4 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 13, 18 lb uplift at joint 24 and 456 lb uplift at joint 22.
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) 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 - Woodside at West Clay Lot 29
T13 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:19 Page: 1
ID :djgJrcYdsdSVvg90yxqJX6zX6hF-tH1dDhikeGnYLtV?Amqr0vqzTUDgfp8LcYFoAiz7fHY
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
21
20
18 13
12
11
1
16 15 14
2
17
3
5 4
6
7 8 9 10
T1
T2
T3
T4
T5
W17
W1
B1 B5
B2
B3
B4
W3 W4
W5
W7
W6
W11
W12 W13
W16
W15
W17 W18
W2
W10
W9
W14
W8
0-1-14
Scale = 1:66.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [5:0-2-8,0-2-8], [6:0-1-8,0-3-0], [7:0-3-0,0-2-0], [14:0-3-0,0-2-8], [17:0-2-12,0-2-8]
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 0.58 Vert(LL) 0.04 20-21 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.07 12-13 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.02 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 257 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* T3:2x6 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W17,W11,W12,W13,W15,W18,W10,W14:2x4
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 (6-0-0 max.): 4-5, 7-10.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 8-14
WEBS 1 Row at midpt 10-11, 7-15, 7-14, 9-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 11=892/ Mechanical, (min. 0-1-8), 19=1616/0-6-0, (min. 0-3-0),
21=211/0-4-0, (min. 0-1-8)
Max Horiz 21=419 (LC 16)
Max Uplift 11=-249 (LC 13), 19=-469 (LC 16), 21=-25 (LC 12)
Max Grav 11=1116 (LC 43), 19=1900 (LC 44), 21=429 (LC 44)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-24=-295/374, 24-25=-288/400, 4-25=-282/532, 5-26=-556/28, 6-26=-416/39, 6-27=-625/109, 27-28=-593/117,
7-28=-589/127, 7-8=-604/145, 8-29=-610/148, 29-30=-610/148, 30-31=-610/148, 9-31=-610/148, 9-32=-457/103,
10-32=-457/103, 10-11=-1067/270, 2-21=-379/176
BOT CHORD 21-33=-470/221, 20-33=-470/221, 20-34=-400/131, 19-34=-400/131, 5-17=-943/192, 15-16=-175/420, 14-15=-144/529,
8-14=-374/140
WEBS 3-20=-318/234, 3-19=-611/530, 4-19=-1151/374, 17-19=-499/44, 4-17=-161/719, 6-15=-64/277, 7-14=-98/261,
12-14=-106/395, 9-14=-112/304, 9-12=-806/280, 10-12=-219/970, 6-16=-490/200, 5-16=-200/785
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 10-6-4, Exterior(2E) 10-6-4 to 12-4-0, Interior (1) 12-4-0 to 21-3-0, Exterior(2R) 21-3-0 to 24-9-10, Interior (1) 24-9-10 to
35-4-4 zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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) Refer to girder(s) for truss to truss connections.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 11, 25 lb uplift at joint 21 and 469 lb uplift at joint 19.
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) 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 - Woodside at West Clay Lot 29
T14 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:20 Page: 1
ID:OA2dF5p__Bu0jSZURKlF6SzX6iB-LUa?Q1jMPZvPz14CkUL4Z6N8muZwOHSVrC?Mj8z7fHX
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
22
21 20
19 14
13
12
1
17 16 15
2
18
3
4 5
6
7
8 9 10 11
T1
T2
T3
T4
W18
W1
B1 B5
B2
B3
B4
W4 W5 W6
W8
W7
W10
W12
W13 W14
W17
W16
W18 W19
W2
W11
W3
W9
W15
0-1-14
Scale = 1:66.2
Plate Offsets (X, Y): [5:0-3-12,Edge], [6:0-1-12,0-2-0], [8:0-3-0,0-2-0], [15:0-3-0,0-2-8], [18:0-2-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) 0.16 21-22 >685 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.14 21-22 >804 240
TCDL 10.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.02 12 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 No.2
BOT CHORD 2x4 SPF No.2 *Except* B2:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except* W4,W5,W6,W8,W7,W10,W17,W2,W3,W9:2x4
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.): 4-5, 8-11.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 21-22,20-21.
1 Row at midpt 9-15
WEBS 1 Row at midpt 11-12, 7-16, 8-16, 8-15, 10-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 12=936/0-6-0, (min. 0-1-13), 20=1595/0-6-0, (min. 0-3-0),
22=187/0-4-0, (min. 0-1-8)
Max Horiz 22=419 (LC 16)
Max Uplift 12=-258 (LC 13), 20=-486 (LC 16), 22=-32 (LC 12)
Max Grav 12=1154 (LC 43), 20=1902 (LC 44), 22=379 (LC 47)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-25=-239/304, 4-5=-280/491, 6-26=-710/71, 26-27=-618/72, 7-27=-553/81, 7-28=-701/140, 8-28=-653/158,
8-9=-649/162, 9-29=-655/164, 29-30=-655/164, 30-31=-655/164, 10-31=-655/164, 10-32=-477/108, 11-32=-477/108,
11-12=-1105/279, 2-22=-287/216
BOT CHORD 22-33=-400/139, 33-34=-400/139, 21-34=-400/139, 6-18=-978/250, 16-17=-195/561, 15-16=-175/585, 9-15=-375/140
WEBS 4-21=-539/341, 4-20=-676/696, 5-20=-1004/216, 18-20=-582/69, 5-18=-260/1046, 6-17=-114/591, 13-15=-110/413,
10-15=-135/367, 10-13=-848/290, 11-13=-229/1013, 7-17=-361/141, 3-21=-349/221
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 7-6-4, Exterior(2E) 7-6-4 to 9-4-4, Interior (1) 9-4-4 to 21-3-0, Exterior(2R) 21-3-0 to 24-9-10, Interior (1) 24-9-10 to 35-4-4
zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 3x4 MT20 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 258 lb uplift at joint 12, 486 lb uplift at joint 20 and 32 lb uplift at joint 22.
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 - Woodside at West Clay Lot 29
T15 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:20 Page: 1
ID:O DCMm oVEiUHW BS9Dv?3HhazWmcq-LUa?Q1jMPZvPz14CkUL4Z6N8DuX7OMRVrC?Mj8z7fHX
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
20
19 18 16 15 14 13 12
11
1
2
3 4
5
6
7
8 9 10
T1
T2
T4
T3
T5
W13
W1
B1 B3B2
W3 W4 W5 W6
W11 W12 W13 W12
W2
W7
W10W9
W80-1-14
Scale = 1:66.2
Plate Offsets (X, Y): [2:0-2-15,0-2-0], [4:0-3-12,Edge], [8:0-4-0,0-2-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) 0.03 19-20 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.14 11-12 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.76 Horz(CT) -0.01 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 203 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W3,W4,W5,W6,W1,W2,W7:2x4 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 (3-1-0 max.): 3-4, 8-10.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 10-11, 8-13, 8-12, 9-12, 7-13
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 11=961/0-6-0, (min. 0-1-14), 17=1415/0-6-0, (min. 0-2-11),
20=346/0-4-0, (min. 0-1-8)
Max Horiz 20=419 (LC 16)
Max Uplift 11=-267 (LC 13), 17=-392 (LC 16), 20=-65 (LC 12)
Max Grav 11=1177 (LC 43), 17=1721 (LC 44), 20=524 (LC 44)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-21=-353/197, 21-22=-337/199, 22-23=-270/206, 3-23=-260/216, 4-5=-259/180, 6-24=-707/39, 24-25=-596/40,
7-25=-510/53, 7-26=-709/113, 8-26=-624/136, 8-27=-585/137, 27-28=-585/137, 9-28=-585/137, 9-29=-585/137,
10-29=-585/137, 10-11=-1114/295, 2-20=-482/241
BOT CHORD 20-30=-495/219, 30-31=-495/219, 19-31=-495/219, 18-19=-496/232, 17-18=-370/153, 14-15=-217/541, 13-14=-217/541,
12-13=-162/570
WEBS 3-18=-187/267, 4-18=-360/192, 4-17=-364/449, 9-12=-729/272, 10-12=-242/1035, 6-17=-1375/361, 7-13=-83/253,
7-15=-502/197, 6-15=-196/900
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) -1-2-12 to 2-3-14, Interior (1) 2-3-14 to 4-6-4, Exterior(2E) 4-6-4 to 6-4-4, Interior (1) 6-4-4 to 21-3-0, Exterior(2R) 21-3-0 to 24-9-10, Interior (1) 24-9-10 to 35-4-4
zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 lb uplift at joint 11, 65 lb uplift at joint 20 and 392 lb uplift at joint 17.
9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
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 - Woodside at West Clay Lot 29
T16 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:21 Page: 1
ID:tmOspCYBSv6JVfjlx3cSAjzWmbU-pg8NeNk_At1GaBfOIBsJ5KwEQIs87n_e4skvFaz7fHW
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
19
18 17 16 15 14 13 12
11
1
2
3
4
5
6 7 8 9 10
T2
T1
T3 T4
W1
W11
B1 B1B2
W6
W7
W2
W9W8 W8 W9 W10
W3 W4
W5
Scale = 1:65
Plate Offsets (X, Y): [2:0-3-0,0-1-8], [6:0-3-0,0-2-0]
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 0.66 Vert(LL) -0.10 17-18 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.54 Vert(CT) -0.21 15-17 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 220 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W1,W2,W3:2x4 SPF Stud, W11:2x6 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purlins,
except end verticals, and 2-0-0 oc purlins (5-0-15 max.): 6-10.
BOT CHORD Rigid ceiling directly applied or 7-2-11 oc bracing.
WEBS 1 Row at midpt 5-15, 10-11, 7-13, 6-13, 9-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 11=1386/0-6-0, (min. 0-2-8), 19=1370/0-6-0, (min. 0-2-6)
Max Horiz 19=419 (LC 16)
Max Uplift 11=-355 (LC 13), 19=-300 (LC 16)
Max Grav 11=1610 (LC 37), 19=1521 (LC 38)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2207/360, 3-20=-2135/364, 3-4=-2074/379, 4-21=-1996/333, 5-21=-1787/359, 5-22=-1453/276, 6-22=-1344/302,
6-7=-1075/249, 7-23=-1075/249, 8-23=-1075/249, 8-9=-1075/249, 9-24=-700/156, 10-24=-700/156, 2-19=-1454/328,
10-11=-1558/377
BOT CHORD 18-19=-501/337, 17-18=-668/1910, 16-17=-513/1696, 15-16=-513/1696, 14-15=-314/1193, 13-14=-314/1193,
12-13=-156/700
WEBS 5-15=-821/310, 6-15=-179/748, 2-18=-169/1746, 7-13=-505/188, 6-13=-545/205, 9-13=-230/858, 9-12=-1233/361,
10-12=-337/1513, 4-17=-261/187, 5-17=-42/366
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) -1-2-12 to 2-4-7, Interior (1) 2-4-7 to 19-5-0, Exterior(2R) 19-5-0 to 24-9-9, Interior (1) 24-9-9 to 35-9-4 zone; cantilever left exposed ; end vertical left exposed;C-C
for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 19 and 355 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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T17 3 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:22 Page: 1
ID:22u_PpuoVhQpEhjWg?4p8uzWlz0-IsilrjlcxB97C KEasvNYeXST4hAfsC_oIWUSn0z7fHV
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
0.00 lb/ft to 50.00 lb/ft115.00 lb/ft
3x4
31 30 26
25 24 23 22 21 20 19 18
16
1 29 28 27
2
3
4
5
1514
6
13
7
8 9 10 11 12
T2
T1
T3 T4
T5
W1
W20
B1 B5 B7B6
B2 B3
B4
W7
W10 W12
W13 W14 W13W15 W14 W14 W15
W11
W9
W6
W3
W2
W16 W17
W18 W19
W5
W4
W8
Scale = 1:80.3
Plate Offsets (X, Y): [2:0-2-11,0-2-8], [8:0-3-0,0-2-0], [12:0-3-0,0-2-0], [25:0-3-0,0-1-12], [27:0-2-12,0-3-4], [29:0-8-12,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 0.82 Vert(LL) -0.20 6 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.40 6 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.22 17 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 308 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B2,B4:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except*
W7,W1,W20,W9,W6,W3,W18,W19,W5,W4,W8:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins,
except end verticals, and 2-0-0 oc purlins (3-6-1 max.): 8-12.
BOT CHORD Rigid ceiling directly applied or 6-4-7 oc bracing.
WEBS 1 Row at midpt 7-24, 12-19, 9-23, 8-23, 11-21, 7-25,
13-18, 14-17
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 17=2524/0-8-8, (min. 0-4-3), 31=1780/0-6-0, (min. 0-3-1)
Max Horiz 31=286 (LC 16)
Max Uplift 17=-477 (LC 17), 31=-390 (LC 16)
Max Grav 17=2669 (LC 41), 31=1938 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3584/899, 3-32=-3812/1021, 4-32=-3783/1024, 4-5=-3754/1035, 5-33=-3339/703, 6-33=-3275/720, 6-34=-3309/772,
34-35=-3234/779, 7-35=-3160/790, 7-8=-2280/607, 8-9=-2086/576, 9-36=-2086/576, 36-37=-2086/576, 10-37=-2086/576,
10-11=-2086/576, 11-12=-1941/543, 12-13=-1736/480, 13-38=-1216/314, 38-39=-1503/356, 14-39=-1543/361,
2-31=-1841/496
BOT CHORD 28-29=-865/3261, 27-28=-865/3261, 6-27=-331/167, 24-25=-470/2233, 23-24=-372/1971, 22-23=-344/1941,
21-22=-344/1941, 20-21=-258/1487, 19-20=-258/1487, 18-19=-241/1190
WEBS 5-27=-437/223, 7-27=-424/1304, 7-24=-759/291, 8-24=-211/777, 12-21=-240/1011, 12-19=-411/146, 9-23=-502/188,
8-23=-167/377, 11-23=-126/418, 11-21=-793/269, 7-25=-380/143, 25-27=-435/2041, 29-31=-270/29, 2-29=-748/3044,
13-19=-110/626, 13-18=-1229/321, 14-18=-358/1774, 14-17=-2713/674, 5-29=-307/243
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) -1-2-12 to 3-5-7, Interior (1) 3-5-7 to 19-5-0, Exterior(2R) 19-5-0 to 26-0-8, Interior (1) 26-0-8 to 35-7-8, Exterior(2R) 35-7-8 to 42-3-0, Interior (1) 42-3-0 to 46-8-4
zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) 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 390 lb uplift at joint 31 and 477 lb uplift at joint 17.
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
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T18 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:22 Page: 1
ID:KAR2en1Zey3jsPxK8Ux1aozWlZ0-IsilrjlcxB97CKEasvNYeXSRYh4UsCNoIWUSn0z7fHV
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-8=-51, 8-12=-61, 12-13=-51, 30-31=-20, 27-29=-20, 16-26=-20
Trapezoidal Loads (lb/ft)
Vert: 13=-165-to-38=-176, 38=-176-to-39=-205, 39=-205-to-14=-209, 14=-209-to-15=-216
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T18 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:22 Page: 2
ID:KAR2en1Zey3jsPxK8Ux1aozWlZ0-IsilrjlcxB97CKEasvNYeXSRYh4UsCNoIWUSn0z7fHV
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
115.00 lb/ft 0.00 lb/ft to 50.00 lb/ft
3x4
29 28 24
23 22 21 20 19 18 17 16
15
1 27 26 25
2
3
4
5
14
6
13
7
8 9 10 11 12
T2
T1
T3 T4
T5
W1
W19
B1 B5 B7B6
B2 B3
B4
W7
W10 W12
W13 W14 W13
W16 W17
W15 W14 W14 W15
W11
W9
W6
W3
W2
W5 W18
W4
W8
Scale = 1:80.7
Plate Offsets (X, Y): [2:0-2-11,0-2-8], [8:0-3-0,0-2-0], [12:0-3-0,0-2-0], [14:Edge,0-1-12], [15:0-3-8,Edge], [23:0-3-0,0-2-12], [25:0-3-0,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.21 6 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.96 Vert(CT) -0.41 6 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.23 15 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 302 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2 *Except* T5:2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2 *Except* B2,B4:2x4 SPF Stud
WEBS 2x4 SPF No.2 *Except* W7,W1,W9,W6,W3,W5,W4,W8:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied, except end verticals,
and 2-0-0 oc purlins (3-4-13 max.): 8-12.
BOT CHORD Rigid ceiling directly applied or 6-3-14 oc bracing.
WEBS 1 Row at midpt 7-22, 12-17, 13-16, 14-15, 9-21,
8-21, 11-19, 7-23
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 15=2480/0-6-0, (min. 0-4-2), 29=1825/0-6-0, (min. 0-3-2)
Max Horiz 29=286 (LC 16)
Max Uplift 15=-468 (LC 17), 29=-398 (LC 16)
Max Grav 15=2623 (LC 41), 29=1984 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-3678/914, 3-30=-3910/1036, 4-30=-3883/1040, 4-5=-3854/1050, 5-31=-3442/726, 6-31=-3379/743, 6-32=-3411/795,
32-33=-3337/802, 7-33=-3261/812, 7-8=-2373/628, 8-9=-2184/600, 9-34=-2184/600, 34-35=-2184/600, 10-35=-2184/600,
10-11=-2184/600, 11-12=-2061/573, 12-13=-1921/523, 13-36=-1400/360, 36-37=-1615/386, 14-37=-1864/417,
2-29=-1886/502, 14-15=-2565/600
BOT CHORD 28-29=-83/254, 26-27=-879/3354, 25-26=-879/3354, 6-25=-330/167, 23-24=-51/256, 22-23=-488/2315, 21-22=-391/2054,
20-21=-373/2061, 19-20=-373/2061, 18-19=-292/1628, 17-18=-292/1628, 16-17=-296/1445
WEBS 5-25=-437/223, 7-25=-427/1323, 7-22=-754/290, 8-22=-211/773, 12-19=-232/966, 12-17=-274/161, 13-17=-83/461,
13-16=-1173/325, 9-21=-501/187, 8-21=-176/417, 11-21=-118/373, 11-19=-753/263, 7-23=-398/147, 23-25=-452/2117,
27-29=-273/29, 2-27=-760/3124, 5-27=-306/240, 14-16=-388/1899
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) -1-2-12 to 3-5-7, Interior (1) 3-5-7 to 19-5-0, Exterior(2R) 19-5-0 to 26-0-8, Interior (1) 26-0-8 to 35-7-8, Exterior(2R) 35-7-8 to 42-3-0, Interior (1) 42-3-0 to 46-8-4
zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) 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 468 lb uplift at joint 15 and 398 lb uplift at joint 29.
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.
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T19 5 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:23 Page: 1
ID:QOHYtwVb28E_oWNUSFaKjKzWlUX-m3G823lEiUHzqUpmPcunAl?Zg5PKbe7xXAD0JTz7fHU
Continued on page 2
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-8=-51, 8-12=-61, 12-13=-51, 28-29=-20, 25-27=-20, 15-24=-20
Trapezoidal Loads (lb/ft)
Vert: 13=-165-to-36=-176, 36=-176-to-37=-205, 37=-205-to-14=-216
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T19 5 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:23 Page: 2
ID:QOHYtwVb28E_oWNUSFaKjKzWlUX-m3G823lEiUHzqUpmPcunAl?Zg5PKbe7xXAD0JTz7fHU
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
23
22 21 20 19 18 17 16 15 14
13
1
2
3
4
12
5 11
6 7 8 9 10
T2
T1
T3 T4
T5
W1
W13
B1 B3B2
W6
W7 W8 W7
W10 W11
W2
W12
W9W8 W8 W9
W3 W4
W5
Scale = 1:80.3
Plate Offsets (X, Y): [6:0-4-0,0-2-8], [10:0-3-0,0-2-0], [13:Edge,0-3-8], [23:Edge,0-3-8]
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 0.75 Vert(LL) -0.15 19 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.33 19-21 >999 240 MT18HS 197/144
TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.11 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 273 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2 *Except* W1,W13,W3:2x4 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 (3-6-3 max.): 6-10.
BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing.
WEBS 1 Row at midpt 5-19, 10-15, 11-14, 12-13, 7-18,
6-18, 9-17
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 13=1742/0-6-0, (min. 0-3-0), 23=1785/0-6-0, (min. 0-3-1)
Max Horiz 23=286 (LC 16)
Max Uplift 13=-263 (LC 17), 23=-383 (LC 16)
Max Grav 13=1922 (LC 41), 23=1945 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-24=-2904/539, 3-24=-2829/539, 3-4=-2770/553, 4-25=-2786/573, 25-26=-2687/583, 5-26=-2578/599, 5-6=-2321/587,
6-7=-2089/572, 7-27=-2089/572, 27-28=-2089/572, 8-28=-2089/572, 8-9=-2089/572, 9-10=-1943/540, 10-11=-1736/476,
11-29=-1257/326, 29-30=-1331/311, 12-30=-1422/306, 2-23=-1877/463, 12-13=-1870/416
BOT CHORD 22-23=-373/260, 21-22=-660/2532, 20-21=-523/2404, 19-20=-523/2404, 18-19=-370/1981, 17-18=-340/1943,
16-17=-255/1491, 15-16=-255/1491, 14-15=-232/1190
WEBS 5-19=-771/300, 6-19=-171/709, 10-17=-244/1007, 10-15=-435/166, 11-15=-138/652, 11-14=-958/270, 2-22=-336/2364,
12-14=-309/1590, 7-18=-501/188, 6-18=-184/363, 9-18=-131/422, 9-17=-788/274, 5-21=-31/321
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) -1-2-12 to 3-5-7, Interior (1) 3-5-7 to 19-5-0, Exterior(2R) 19-5-0 to 26-0-8, Interior (1) 26-0-8 to 35-7-8, Exterior(2R) 35-7-8 to 42-3-0, Interior (1) 42-3-0 to 46-8-4
zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) 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 383 lb uplift at joint 23 and 263 lb uplift at joint 13.
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 - Woodside at West Clay Lot 29
T20 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:24 Page: 1
ID:KbGvqcP34N?j7etf9ju8aQzWlS4-EFqWGPm sToPqReOzzKQ0jyYo9VqxKAv4mqzZsvz7fHT
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
115.00 lb/ft 60.00 lb/ft to 50.00 lb/ft
1
16 15 14 13 12 11
2 9
3 4
5
6
7
8
T2
T1
T3
W9
B1 B2
B3
B4
W4
W5
W7
W6
W8
W3
W2W1
Scale = 1:48.3
Plate Offsets (X, Y): [2:Edge,0-1-13], [6:0-7-4,0-2-0], [10:0-7-8,0-4-4]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.18 14-16 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.36 14-16 >689 240
TCDL 10.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.05 9 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 *Except* B1:2x4 SPF 1650F 1.5E, B3:2x4 SPF Stud
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. Except:
10-0-0 oc bracing: 10-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1016/0-6-0, (min. 0-1-13), 9=1758/0-6-0, (min. 0-3-2)
Max Horiz 2=265 (LC 16)
Max Uplift 2=-325 (LC 12), 9=-585 (LC 16)
Max Grav 2=1151 (LC 2), 9=1985 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-20=-2992/788, 3-20=-2934/802, 3-4=-2193/641, 4-21=-2152/646, 5-21=-2105/655, 5-6=-1231/383, 6-7=-582/174
BOT CHORD 2-16=-992/2846, 15-16=-992/2846, 14-15=-992/2846, 13-14=-784/2088, 7-10=-579/1576, 9-10=-133/311
WEBS 5-13=-1364/475, 6-13=-85/363, 10-13=-441/1107, 6-10=-1267/490, 7-9=-1745/744, 5-14=-26/421, 3-14=-791/276
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) -1-2-12 to 1-9-4, Interior (1) 1-9-4 to 20-10-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
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; Min. flat roof snow load governs.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 9 and 325 lb uplift at joint 2.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-5=-51, 12-17=-20, 11-12=-20, 9-10=-20
Trapezoidal Loads (lb/ft)
Vert: 5=-226-to-6=-220, 6=-220-to-7=-217, 7=-217-to-8=-216
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T21 6 12004899-12T Roof Special Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:24 Page: 1
ID:px2haS3?pTGH3ir?h?sHdJzWlPx-EFqW GPmsToPqReOzzKQ0jyYm HVmWK5Y4m qzZsvz7fHT
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
60.00 lb/ft to 40.00 lb/ft115.00 lb/ft
1
21 20 19 18 17 16 15
2 12
14
3
4 5
6
7
8
9
10
11
T2
T1
T3
W13
B1 B2
B3
B4
W8
W10
W9
W12
W11
W5 W7W6
W4
W1 W2
W3
Scale = 1:59.7
Plate Offsets (X, Y): [14:0-6-4,0-4-8]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) 0.16 20-21 >999 360 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.83 Vert(CT) -0.32 20-21 >804 240
TCDL 10.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.05 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 122 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B1:2x4 SPF 2100F 1.8E, B3:2x4 SPF Stud
WEBS 2x4 SPF Stud *Except* W11:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
10-0-0 oc bracing: 14-16
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1064/0-6-0, (min. 0-1-8), 13=2208/0-8-8, (min. 0-3-15)
Max Horiz 2=312 (LC 16)
Max Uplift 2=-334 (LC 12), 13=-730 (LC 16)
Max Grav 2=1205 (LC 2), 13=2491 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-25=-3156/771, 3-25=-3105/781, 3-4=-2933/754, 4-5=-2881/760, 5-26=-2308/615, 6-26=-2273/625, 6-7=-2333/670,
7-8=-1353/357, 8-9=-854/201
BOT CHORD 2-21=-1016/3012, 20-21=-1016/3012, 19-20=-949/2828, 18-19=-949/2828, 17-18=-652/1817, 9-14=-528/1659,
13-14=-231/646
WEBS 8-17=-124/447, 14-17=-481/1380, 8-14=-1101/387, 10-13=-485/278, 9-13=-1922/691, 6-18=-410/189, 7-17=-1236/453,
7-18=-271/911, 5-18=-717/236, 5-20=0/262
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) -1-2-12 to 1-9-4, Interior (1) 1-9-4 to 23-0-12 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10; Min. flat roof snow load governs.
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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint 2 and 730 lb uplift at joint 13.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-6=-51, 16-22=-20, 15-16=-20, 12-14=-20
Trapezoidal Loads (lb/ft)
Vert: 6=-226-to-7=-222, 7=-222-to-8=-217, 8=-217-to-9=-213, 9=-213-to-10=-209, 10=-209-to-11=-206
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T22 1 12004899-12T Roof Special Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:25 Page: 1
ID:enmEb8jxqy60bT2lXakn3ozW lIe-iROuTlnUE6Xh3oy9X1xFGA4ycv8r3ZZE?Ui7OLz7fHS
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
115.00 lb/ft60.00 lb/ft to 0.00 lb/ft
1
22 21 20 19 18 17 16 15
2 13
3
4 5
6
7
8
910
11
12
T2
T1
T4
T3
W14
B1 B2
B3
B4
W6
W10
W12
W11
W13
W4
W1
W2 W3
W8
W7
W9
W5
Scale = 1:69
Plate Offsets (X, Y): [2:0-1-13,Edge], [7:0-5-12,0-3-0], [9:0-3-0,Edge], [10:0-1-12,0-1-8], [13:0-3-0,0-2-0], [14:0-9-12,0-3-0], [18:0-2-8,0-1-8]
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 0.29 Vert(LL) 0.28 21 >999 360 MT20 244/190
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.49 Vert(CT) -0.54 21-22 >711 240 MT18HS 244/190
TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.07 13 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 276 lb FT = 20%
LUMBER
TOP CHORD 2x6 SP 2400F 2.0E
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SPF Stud *Except* W14,W10,W11,W13,W9:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-10-13 oc bracing. Except:
10-0-0 oc bracing: 14-16
WEBS 1 Row at midpt 12-13, 10-14, 11-13, 7-18, 8-17
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1882/0-6-0, (min. 0-1-12), 13=2243/0-6-0, (min. 0-2-2)
Max Horiz 2=495 (LC 16)
Max Uplift 2=-520 (LC 16), 13=-786 (LC 16)
Max Grav 2=2130 (LC 2), 13=2533 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-26=-6964/1938, 3-26=-6963/1946, 3-4=-6793/1873, 4-27=-6761/1875, 5-27=-6755/1878, 5-6=-6164/1794,
6-7=-5235/1530, 7-8=-3572/1009, 8-9=-1904/503, 9-10=-1560/419, 10-28=-323/16, 12-13=-259/85
BOT CHORD 2-22=-2299/6718, 21-22=-2220/6434, 20-21=-2079/5967, 19-20=-2079/5967, 18-19=-1758/4990, 17-18=-1100/3027,
16-17=-261/751, 11-14=-591/1771
WEBS 7-19=-229/944, 10-17=-741/2285, 14-17=-295/767, 10-14=-2589/948, 11-13=-1540/580, 6-21=-65/449, 5-22=-6/311,
5-21=-589/204, 8-18=-658/2162, 7-18=-2857/958, 8-17=-2816/1016, 6-19=-1385/428
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) -1-2-12 to 1-11-7, Interior (1) 1-11-7 to 31-8-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
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; Min. flat roof snow load governs.
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) All plates are MT20 plates unless otherwise indicated.
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 786 lb uplift at joint 13 and 520 lb uplift at joint 2.
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
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-6=-51, 10-12=-51, 16-23=-20, 15-16=-20, 13-14=-20
Trapezoidal Loads (lb/ft)
Vert: 6=-226-to-7=-206, 7=-206-to-8=-186, 8=-186-to-9=-168, 9=-168-to-10=-165
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T23 3 12004899-12T Roof Special Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:25 Page: 1
ID:8iVY3bDOcJo6eqQ06?HgCczW kUL-iROuTlnUE6Xh3oy9X1xFGA446vD83YsE?Ui7OLz7fHS
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
1
23 22 21 20 19 18 17 16 1514
2 12
3
4 5
6
7
8
9 10 11
T2
T1
T3
T4
W15
B1 B3B2
B4
B5
W7 W8
W9 W10
W11
W13
W12 W14
W6
W1 W2
W3 W4
W5
Scale = 1:71.6
Plate Offsets (X, Y): [2:0-3-9,Edge], [7:0-4-12,0-3-4], [9:0-6-0,0-2-8], [13:0-6-4,0-3-4]
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 0.38 Vert(LL) 0.22 21 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.43 21 >943 240
TCDL 10.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.05 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 246 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2 *Except* T4:2x4 SPF No.2
BOT CHORD 2x6 SPF No.2 *Except* B4:2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W15,W8,W9,W10,W11,W12,W14:2x4 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-3-15 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 9-11.
BOT CHORD Rigid ceiling directly applied or 6-5-8 oc bracing. Except:
10-0-0 oc bracing: 13-15
WEBS 1 Row at midpt 11-12, 7-17, 8-16, 9-13, 10-12
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 2=1269/0-6-0, (min. 0-2-4), 12=1238/0-6-0, (min. 0-2-3)
Max Horiz 2=500 (LC 16)
Max Uplift 2=-329 (LC 16), 12=-417 (LC 16)
Max Grav 2=1436 (LC 2), 12=1397 (LC 42)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-27=-4323/875, 3-27=-4299/880, 3-4=-4054/811, 4-28=-4011/815, 5-28=-4006/817, 5-6=-3393/652, 6-7=-2691/474,
7-29=-1472/183, 8-29=-1353/205, 8-30=-481/11, 30-31=-378/19, 31-32=-336/24, 9-32=-313/36
BOT CHORD 2-23=-1307/4171, 22-23=-1307/4171, 21-22=-1208/3919, 20-21=-998/3260, 19-20=-998/3260, 18-19=-784/2601,
17-18=-784/2601, 16-17=-407/1246, 10-13=-364/1157
WEBS 7-19=-115/640, 7-17=-1647/447, 8-17=-177/1063, 8-16=-1480/493, 9-16=-251/1013, 9-13=-1171/389, 10-12=-1138/377,
6-19=-882/288, 3-22=-319/130, 5-22=0/268, 5-21=-748/238, 6-21=-72/430
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) -1-2-12 to 2-2-4, Interior (1) 2-2-4 to 31-8-8, Exterior(2E) 31-8-8 to 34-0-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 12 and 329 lb uplift at joint 2.
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 - Woodside at West Clay Lot 29
T24 3 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:25 Page: 1
ID :xgcWm nZiXP5zIxWm1N2ZkWzWkBq-iROuTlnUE6Xh3oy9X1xFGA43iv733bHE?Ui7OLz7fHS
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
22 21 20 19 18 17 16 15 1413
1 11
2 3
4
5
6
7
8 9 10
T2
T1
T3
T4
W15
B1 B3B2
B4
B5
W7 W8
W9 W10
W11
W13
W12 W14
W6
W1 W2
W3 W4
W5
Scale = 1:69.9
Plate Offsets (X, Y): [1:0-3-9,Edge], [6:0-4-12,0-3-4], [8:0-6-0,0-2-8], [12:0-6-4,0-3-4]
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 0.38 Vert(LL) 0.22 20-21 >999 360 MT20 197/144
Snow (Pf/Pg) 20.4/20.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.44 20 >939 240
TCDL 10.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.05 11 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 244 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2 *Except* T4:2x4 SPF No.2
BOT CHORD 2x6 SPF No.2 *Except* B4:2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W15,W8,W9,W10,W11,W12,W14:2x4 SPF
No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins,
except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-10.
BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. Except:
10-0-0 oc bracing: 12-14
WEBS 1 Row at midpt 10-11, 6-16, 7-15, 8-12, 9-11
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=1205/0-6-0, (min. 0-2-2), 11=1239/0-6-0, (min. 0-2-3)
Max Horiz 1=489 (LC 16)
Max Uplift 1=-296 (LC 16), 11=-417 (LC 16)
Max Grav 1=1361 (LC 2), 11=1397 (LC 41)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-26=-4358/894, 2-26=-4336/897, 2-3=-4068/817, 3-27=-4054/818, 4-27=-4020/824, 4-5=-3401/656, 5-6=-2695/477,
6-28=-1473/184, 7-28=-1355/205, 7-29=-481/11, 29-30=-378/20, 30-31=-336/25, 8-31=-314/37
BOT CHORD 1-22=-1323/4206, 21-22=-1323/4206, 20-21=-1214/3933, 19-20=-1001/3268, 18-19=-1001/3268, 17-18=-786/2606,
16-17=-786/2606, 15-16=-407/1246, 9-12=-364/1158
WEBS 6-18=-117/642, 6-16=-1651/449, 7-16=-178/1065, 7-15=-1481/494, 8-15=-252/1014, 8-12=-1171/389, 9-11=-1139/377,
5-18=-885/292, 2-21=-341/148, 4-21=-3/270, 4-20=-755/241, 5-20=-74/433
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) 0-0-0 to 3-5-0, Interior (1) 3-5-0 to 31-8-8, Exterior(2E) 31-8-8 to 34-0-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=20.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10, Lu=50-0-0; Min. flat roof snow load governs. Rain surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC
1608.3.4.
4) Unbalanced snow loads have been considered for this design.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 417 lb uplift at joint 11 and 296 lb uplift at joint 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.
9) 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 - Woodside at West Clay Lot 29
T25 1 12004899-12T Piggyback Base Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:26 Page: 1
ID:M0leQh?PFs6U7hB?B6aJIizWk3W-AdyGh4o7?PfYhyXL5kSUoNdESJSIo2WND8Sgwoz7fHR
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
3x4
1.5x4
=4x4
3x4
1 7
8
2 6
3 5
4
T1 T1
B1
W1
HW1 HW1
Scale = 1:23.5
Plate Offsets (X, Y): [2:0-2-0,0-2-3], [6:0-2-6,0-0-3]
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 0.07 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 8 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 6 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
WEBS 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud -- 1-6-0, Right 2x4 SPF Stud -- 1-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-0 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 (lb/size) 2=175/0-4-0, (min. 0-1-8), 6=175/0-4-0, (min. 0-1-8)
Max Horiz 2=56 (LC 15)
Max Uplift 2=-51 (LC 16), 6=-51 (LC 17)
Max Grav 2=230 (LC 23), 6=230 (LC 24)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; 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
3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 2 and 51 lb uplift at joint 6.
8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
T26 14 12004899-12T Common Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:26 Page: 1
ID:awgtK6waJbvASkjsStka7CzWnpm-AdyGh4o7?PfYhyXL5kSUoNdIHJfQoDdND8Sgwoz7fHR
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6
12
3x4
3x4
1
3
2
T1 W1
B1
Scale = 1:15.7
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 0.06 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL) n/a - n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 7 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=80/2-11-11, (min. 0-1-8), 3=80/2-11-11, (min. 0-1-8)
Max Horiz 1=49 (LC 13)
Max Uplift 1=-19 (LC 16), 3=-31 (LC 16)
Max Grav 1=101 (LC 22), 3=101 (LC 22)
FORCES (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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 3 and 19 lb uplift at joint 1.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V01 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:twqVtaM zXF5xy62gsYiQTizWnb_-eqWeuQolmjoPI66YeSzjLbATCi?LXgKXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6 12
1.5x4
3x4
3x4
1 4
2
3
T1 W1
B1
ST1
Scale = 1:22.2
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.09 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 0.06 Horiz(TL) 0.00 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 14 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 4-11-4 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 Stabilizer
Installation guide.
REACTIONS (lb/size) 1=85/4-11-4, (min. 0-1-8), 4=36/4-11-4, (min. 0-1-8),
5=218/4-11-4, (min. 0-1-8)
Max Horiz 1=95 (LC 13)
Max Uplift 1=-6 (LC 16), 4=-17 (LC 13), 5=-93 (LC 16)
Max Grav 1=119 (LC 22), 4=50 (LC 22), 5=305 (LC 22)
FORCES (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) 0-0-8 to 2-11-12, Interior (1) 2-11-12 to 4-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 4, 6 lb uplift at joint 1 and 93 lb uplift at joint 5.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V02 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:?CN33rjo0vGvvA9Jwgn8vlzW kCw-eqWeuQolmjoPI66YeSzjLbAShi_wXgOXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6
12
1 3
2
T1 W1
B1
Scale = 1:14.9
Plate Offsets (X, Y): [3:0-9-11,0-1-12]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.02 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(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL) 0.00 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 4 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 Stabilizer
Installation guide.
REACTIONS (lb/size) 1=63/1-11-4, (min. 0-1-8), 3=63/1-11-4, (min. 0-1-8)
Max Horiz 1=30 (LC 13)
Max Uplift 1=-17 (LC 16), 3=-24 (LC 16)
Max Grav 1=79 (LC 22), 3=79 (LC 22)
FORCES (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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 3 and 17 lb uplift at joint 1.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V03 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:xbVpUXk2YWWd8UJh25pc_AzWkCu-eqWeuQolmjoPI66YeSzjLbAToi?jXgKXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6
12
1 3
2
T1 W1
B1
Scale = 1:14.9
Plate Offsets (X, Y): [3:0-9-3,0-2-0]
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 0.02 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(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL) n/a - n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 4 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 1-11-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=61/1-10-8, (min. 0-1-8), 3=61/1-10-8, (min. 0-1-8)
Max Horiz 1=29 (LC 13)
Max Uplift 1=-16 (LC 16), 3=-23 (LC 16)
Max Grav 1=76 (LC 22), 3=76 (LC 22)
FORCES (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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 3 and 16 lb uplift at joint 1.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V04 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:LAAy7ZmxrRvC?y2GjDNJcozWkCr-eqWeuQolmjoPI66YeSzjLbATqi?pXgKXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6
12
3x4
3x4
1 3
2
T1 W1
B1
Scale = 1:18.8
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) 15.4/20.0 Lumber DOL 1.15 BC 0.34 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL) 0.01 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 13 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size) 1=167/4-10-8, (min. 0-1-8), 3=167/4-10-8, (min. 0-1-8)
Max Horiz 1=94 (LC 13)
Max Uplift 1=-42 (LC 16), 3=-64 (LC 16)
Max Grav 1=234 (LC 22), 3=234 (LC 22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-6=-398/173, 1-6=-376/175
BOT CHORD 1-3=-286/348
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) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 4-9-4 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
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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 42 lb uplift at joint 1.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V05 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:HYIiXFoBN29wFFCfrePnhDzWkCp-eqWeuQolmjoPI66YeSzjLbAPHiwyXgKXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
6 12
1.5x4
3x4
3x4
1 4
2
3
T1 W1
B1
ST1
Scale = 1:23.7
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 0.22 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.12 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.09 Horiz(TL) 0.00 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 24 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 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) 1=104/7-10-8, (min. 0-1-8), 4=103/7-10-8, (min. 0-1-8),
5=341/7-10-8, (min. 0-1-8)
Max Horiz 1=158 (LC 13)
Max Uplift 4=-34 (LC 13), 5=-150 (LC 16)
Max Grav 1=122 (LC 30), 4=151 (LC 22), 5=433 (LC 22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-255/144
WEBS 2-5=-329/278
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) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 7-9-4 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
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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 4 and 150 lb uplift at joint 5.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V06 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:ExQTywqRvgPdUZL1y3SFmezWkCn-eqWeuQolmjoPI66YeSzjLbAQii_PXfwXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
1.5x4
3x4
3x4
1 4
2
3
T1 W1
B1
ST1
Scale = 1:30.3
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 0.43 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.12 Horiz(TL) 0.01 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 34 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 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) 1=198/10-10-8, (min. 0-1-8), 4=55/10-10-8, (min. 0-1-8),
5=506/10-10-8, (min. 0-1-8)
Max Horiz 1=223 (LC 13)
Max Uplift 1=-11 (LC 16), 4=-33 (LC 13), 5=-227 (LC 16)
Max Grav 1=224 (LC 2), 4=105 (LC 22), 5=594 (LC 22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-392/167, 8-9=-273/169, 9-10=-262/198, 2-10=-259/202
BOT CHORD 1-5=-213/369
WEBS 2-5=-420/302
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) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 10-9-4 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
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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 4, 11 lb uplift at joint 1 and 227 lb uplift at joint 5.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V07 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:27 Page: 1
ID:AJXDN crhRHfLjtVQ4UUjr3zW kCl-eqWeuQolmjoPI66YeSzjLbANPiv0XfTXSoBDSEz7fHQ
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
1.5x4
3x4
3x4
1 5
2
3
4
T1 W1
B1
ST2
ST1
Scale = 1:35.4
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.30 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL) 0.01 5 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 48 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 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 13-10-8.
(lb) - Max Horiz 1=288 (LC 13)
Max Uplift All uplift 100 (lb) or less at joint(s) 5 except 6=-124 (LC 16),
7=-185 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=345 (LC
22), 7=480 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-380/208, 2-10=-365/235, 2-11=-252/136
BOT CHORD 1-7=-243/331
WEBS 3-6=-284/224, 2-7=-322/245
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) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 13-9-4 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
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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=124, 7=185.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V08 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:28 Page: 1
ID:eW 5bbysKBbnCL14cdC?yOHzW kCk-60316mpNX1wGwFhkC9UytoiXh6HoG5ZghSxn?gz7fHP
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
612
1 7
2
3
4
5
6
T2
T1
W1
B1 B2
ST3
ST2
ST1
Scale = 1:40.4
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 0.21 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.20 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.25 Horiz(TL) 0.00 7 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 62 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
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 10-0-0 oc bracing.
WEBS 1 Row at midpt 6-7
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 16-10-8.
(lb) - Max Horiz 1=349 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 7 except 8=-144 (LC 16),
9=-124 (LC 16), 11=-155 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 7 except 8=402 (LC
22), 9=285 (LC 2), 11=418 (LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-353/131, 2-14=-338/154, 2-3=-253/79
WEBS 5-8=-313/201, 2-11=-284/190
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) 0-0-8 to 3-0-8, Interior (1) 3-0-8 to 16-9-4 zone; cantilever left exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
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) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 8=143, 9=123, 11=154.
7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DWH - Woodside at West Clay Lot 29
V09 1 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.400 S Apr 7 2020 M iTek Industries, Inc. Wed Jun 10 15:42:28 Page: 1
ID:auDL0etajC1waKE?lc1QTizW kCi-60316m pNX1wGwFhkC9Uytoibc6IMG4gghSxn?gz7fHP
07/07/20
William Hohlt
DE Job # 73384-W2
1
Dansco Engineering, LLC
Date: 06/11/2020
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.
9 12
=3x4
1 3
2
T1 T1
B1
Scale = 1:19.3
Plate Offsets (X, Y): [2:0-2-0,Edge]
Loading (psf) Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP
TCLL (roof) 20.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a - n/a 999 MT20 197/144
Snow (Pf/Pg) 15.4/20.0 Lumber DOL 1.15 BC 0.07 Vert(TL) n/a - n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL) 0.00 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 8 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-0 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 (lb/size) 1=121/3-5-0, (min. 0-1-8), 3=121/3-5-0, (min. 0-1-8)
Max Horiz 1=30 (LC 15)
Max Uplift 1=-27 (LC 16), 3=-27 (LC 17)
Max Grav 1=138 (LC 22), 3=138 (LC 23)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-16; 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
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 27 lb uplift at joint 1 and 27 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 - Woodside at West Clay Lot 29
V10 2 12004899-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.400 S Apr 7 2020 MiTek Industries, Inc. Wed Jun 10 15:42:28 Page: 1
ID:froXCBPawgD7rHmy_aRSOezWlUf-60316mpNX1wG wFhkC9Uytoidl6KTG7aghSxn?gz7fHP
07/07/20
William Hohlt