HomeMy WebLinkAboutLots 104_105_106 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: 2107501-12T
18 truss design(s)
89061-W1
12/16/2021
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Indiana Residential Building Code 2020 based on IRC 2018 with Indiana specific amendments.
675 IAC 14-4.4-81 Section R802.10.1; truss design drawings, R802.10.1; truss design drawings shall
be provided to the building official as required by the General Administrative Rules (675 IAC 12) for
Class 1 structures or by local ordinance for Class 2 structures.
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2014 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown is
for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate
Institute, 583 D’Onofrio Drive, Madison, WI 53719
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=4x4
=3x6
=4x4
=3x5
=4x4
=6x8
=3x5
=4x4
=3x6
=4x4
12
15 11 16 10 17 9 18
19
8
71
62
13 14
53
4
T1 T1
W1 W1
B1
W3
W2
W4
W5
W4 W3
W2
0-7-12
14-3-12
0-7-12
-0-7-12
3-4-2
6-10-0
3-4-2
10-2-2
3-5-14
13-8-0
3-5-14
3-5-14
3-2-13
13-8-0
3-2-13
3-2-13
3-7-3
6-10-0
3-7-3
10-5-31-7-116-2-6Scale = 1:36.9
Plate Offsets (X, Y):[8:Edge,0-3-8], [10:0-4-0,0-4-4]
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 0.31 Vert(LL)-0.03 10-11 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.45 Vert(CT)-0.05 10-11 >999 240
TCDL 10.0 Rep Stress Incr NO WB 0.52 Horz(CT)0.01 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 157 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)8=3139/0-6-0, (min. 0-2-11), 12=2947/0-6-0, (min. 0-2-9)
Max Horiz 12=-188 (LC 10)
Max Uplift 8=-710 (LC 13), 12=-670 (LC 12)
Max Grav 8=3448 (LC 2), 12=3239 (LC 2)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-2886/593, 3-13=-2797/602, 3-4=-2373/554, 4-5=-2373/554, 5-14=-2722/586, 6-14=-2811/577, 2-12=-2689/572,6-8=-2619/557
BOT CHORD 12-15=-188/259, 11-15=-188/259, 11-16=-483/2305, 10-16=-483/2305, 10-17=-427/2250, 9-17=-427/2250
WEBS 3-11=-126/561, 2-11=-446/2401, 3-10=-569/214, 4-10=-520/2356, 5-10=-489/198, 5-9=-106/461, 6-9=-432/2331
NOTES
1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc.
Web connected as follows: 2x4 - 1 row at 0-9-0 oc.
2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided todistribute only loads noted as (F) or (B), unless otherwise indicated.
3)Unbalanced roof live loads have been considered for this design.
4)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
6)Unbalanced snow loads have been considered for this design.7)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 670 lb uplift at joint 12 and 710 lb uplift at joint 8.
10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 788 lb down and 163 lb up at 1-1-4, 788 lb down and 163 lb up at 3-1-4,
788 lb down and 163 lb up at 5-1-4, 788 lb down and 163 lb up at 7-1-4, 788 lb down and 163 lb up at 9-1-4, and 788 lb down and 163 lb up at 11-1-4, and 794 lb down and
160 lb up at 13-1-4 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: 1-2=-51, 2-4=-51, 4-6=-51, 6-7=-51, 8-12=-20
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 19
G01 2 22107501-12T Common Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:KUt3LmHo1F8YOYn5qWEnCfzoZQA-r7rnn42R?86?29KT?aVPjyghhXN0FSzs9oqauZy8POR
Continued on page 2
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Concentrated Loads (lb)
Vert: 11=-722, 10=-722, 15=-722, 16=-722, 17=-722, 18=-722, 19=-728
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 19
G01 2 22107501-12T Common Girder Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 2
ID:KUt3LmHo1F8YOYn5qWEnCfzoZQA-r7rnn42R?86?29KT?aVPjyghhXN0FSzs9oqauZy8POR
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x4 =3x4
=3x4
=3x4
=3x4 =3x4
28
27 26 25 24 23 22 21 20 19 18 17
16
151
2 14
3 13
3229
4 12
5 11
30 31
6 10
7 9
8
T1 T1
W1 W1
B1 B2
ST5 ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
0-7-12
-0-7-12
0-7-12
21-5-12
10-5-0
20-10-0
10-5-0
10-5-0
20-10-01-7-118-7-0Scale = 1:45
Plate Offsets (X, Y):[8:0-2-0,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 0.23 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.13 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(CT)0.00 16 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 111 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
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.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 20-10-0.
(lb) -Max Horiz 28=-256 (LC 14)
Max Uplift All uplift 100 (lb) or less at joint(s) 18, 19, 24, 26 except
16=-170 (LC 13), 17=-196 (LC 12), 20=-120 (LC 17), 23=-119
(LC 16), 27=-211 (LC 13), 28=-191 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 16, 18, 19, 20, 21, 22,23, 24, 26, 28 except 17=266 (LC 15), 27=283 (LC 14)
3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 6-7=-157/307, 9-10=-157/307
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) -0-7-12 to 2-4-4, Exterior(2N) 2-4-4 to 10-5-0, Corner(3R) 10-5-0 to 13-5-0, Exterior(2N) 13-5-0 to 21-5-12 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.7)All plates are 1.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 26, 19, 18 except (jt=lb) 28=190, 16=169, 23=119,
27=211, 20=119, 17=195.
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 DAVID WEEKLEY TOWNHOMES BLD 19
GE01 4 12107501-12T Common Supported Gable Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:n5OAqoGdNMBhQa0pQQL?FZzoZZD-ukj1MO0BTXsIprA4u9TxeXbMRkmYne6ZiVLTqgy8POT
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x4 =3x4
=4x4
=3x4 =3x4
20
19 18 17 16 15 14 13
12
111
102
3 9
222148
5 7
6
W1
T1 T1
W1
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
0-7-12
14-3-12
0-7-12
-0-7-12
6-10-0
6-10-0
6-10-0
13-8-0
13-8-01-7-116-2-6Scale = 1:35.6
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 0.17 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.09 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT)0.00 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 66 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 13-8-0.
(lb) -Max Horiz 20=-192 (LC 14)
Max Uplift All uplift 100 (lb) or less at joint(s) 14, 15, 17, 18 except
12=-200 (LC 13), 13=-197 (LC 12), 19=-213 (LC 13), 20=-220
(LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 12, 14, 15, 16, 17, 18,
20 except 13=271 (LC 15), 19=288 (LC 14)
4 4FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 5-6=-127/281, 6-7=-127/281
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-7-12 to 2-4-4, Exterior(2N) 2-4-4 to 6-10-0, Corner(3R) 6-10-0 to 9-10-0, Exterior(2N) 9-10-0 to 14-3-12 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consultqualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 1.5x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 15, 14 except (jt=lb) 20=220, 12=200, 19=213,13=197.
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 DAVID WEEKLEY TOWNHOMES BLD 19
GE02 2 12107501-12T Common Supported Gable Job Reference (optional)
Run: 8.31 S Jul 27 2019 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:83B3tVKlCuq_WLunCzxAyczoZZ8-r7rnn42R?86?29KT?aVPjygjtXTdFYks9oqauZy8POR
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=3x4 =3x4
=4x6
=4x6
=5x6
=8x8 =4x6
=8x8
=3x4
=3x4
58
57 56 55 54 53 52 51 5049 48 47 46 45 44 43 42 41 40 3938 37 36 35 34 33 32 31
30
1 29232842752662572482392210211112206259131960611418151716
W1
T2
T1
T3
T1
W1B1B1B2B2
ST13ST12ST11ST10ST9ST8ST7ST6ST5ST4ST3ST2ST1
ST12 ST11 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1
0-7-12
-0-7-12
25-2-0
25-2-0
25-2-0
50-4-0
50-4-01-4-69-9-0Scale = 1:82.7
Plate Offsets (X, Y):[21:0-4-0,0-4-8], [44:0-4-0,0-4-8]
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 0.05 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(CT)0.00 30 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 323 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x6 SPF No.2
OTHERS 2x4 SPF Stud *Except* ST13,ST12,ST11:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 16-44, 15-45, 17-43
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 50-4-0.
(lb) -Max Horiz 58=129 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 30, 32, 33, 34, 35, 36, 37,
38, 40, 41, 42, 43, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 58
except 31=-168 (LC 17), 57=-215 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 30, 31, 32, 33, 34, 35,36, 37, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 53, 54,55, 56, 57, 58
5 5FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 13-60=-104/255, 14-60=-93/258, 14-15=-117/288, 15-16=-126/309, 16-17=-126/301, 17-18=-117/260
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-7-12 to 4-4-10, Exterior(2N) 4-4-10 to 25-2-0, Corner(3R) 25-2-0 to 30-2-6, Exterior(2N) 30-2-6 to 50-1-4 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this design.6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable requires continuous bottom chord bearing.
9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 58, 30, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 43, 42, 41,40, 38, 37, 36, 35, 34, 33, 32 except (jt=lb) 57=214, 31=167.
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 DAVID WEEKLEY TOWNHOMES BLD 19
GE03 4 12107501-12T Common Supported Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:zsul7Hl7Hq8HdkWw4c09?BzoD3?-nWzYCm3iXmMjHSUs7?YtoNl4FL9ujSm9d6JgzRy8POP
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=3x4 =4x4
=4x4
=3x4 =4x4
12
11
19 10 20
9
8
1 72635
17 18
4
T1 T1
W1 W1
B1
W3
W2 W2ST1ST1
0-7-12
-0-7-12
0-7-12
8-4-12
0-7-0
0-7-0
0-7-0
7-9-0
3-3-8
3-10-8
3-3-8
7-2-0
0-2-0
0-7-0
0-2-0
7-4-0
0-5-0
7-9-0
0-5-0
0-5-0
3-3-8
3-10-8
3-3-8
7-2-01-3-62-6-14Scale = 1:31.9
Plate Offsets (X, Y):[8:Edge,0-1-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL)0.06 10-11 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.30 Vert(CT)0.05 10-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.00 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 29 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 9-6-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)9=304/0-4-0, (min. 0-1-8), 11=304/0-4-0, (min. 0-1-8)
Max Horiz 11=21 (LC 15)
Max Uplift 9=-186 (LC 13), 11=-186 (LC 12)
Max Grav 9=374 (LC 24), 11=374 (LC 23)
6 6FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-129/318, 3-17=-183/394, 4-17=-140/403, 4-18=-140/402, 5-18=-183/394, 5-6=-129/317
BOT CHORD 11-12=-300/133, 11-19=-300/133, 10-19=-300/133, 10-20=-300/133, 9-20=-300/133, 8-9=-300/133
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 2-4-4, Interior (1) 2-4-4 to 3-10-8, Exterior(2R) 3-10-8 to 7-2-0, Interior (1) 7-2-0 to 8-4-12 zone; cantilever left and right exposed ; end vertical left and
right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 1.5x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 11 and 186 lb uplift at joint 9.
11)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 19
GE04 2 12107501-12T Common Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:UCPgDmmv1m1W?GNxWJ6O4vzoZZs-r7rnn42R?86?29KT?aVPjygfHXQLFZ_s9oqauZy8POR
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
7.21 12
=3x4 =1.5x4
=4x4
=3x4
1 3
4
2
T1 T1
B1
ST1
0-5-12
6-6-12
2-9-10
6-0-15
3-3-6
3-3-6
6-6-121-11-140-0-41-8-3Scale = 1:20.8
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.13 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.10 Horiz(TL)0.00 3 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
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-7-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 6-6-12.
(lb) -Max Horiz 1=-49 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 3, 9 except 4=-108 (LC
17)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 3, 9 except 4=555 (LC23)
7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-128/340, 2-3=-130/365
BOT CHORD 1-4=-284/179, 3-4=-284/179
WEBS 2-4=-448/233
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 100 lb uplift at joint(s) 1 except (jt=lb) 4=108.
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 DAVID WEEKLEY TOWNHOMES BLD 19
LAY01 2 12107501-12T Lay-In Gable Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:BnNJU7ssija9Vl8Wd2GoY5zoZb1-nWzYCm3iXmMjHSUs7?YtoNl2YL7UjT09d6JgzRy8POP
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x5
=3x5
=4x4
=3x4 =3x4 =4x6
=3x4
=4x4
=3x5 =3x4
11
10 9 8
7
1
2 6
53
1512
1413
4
T1 T2
W1 W6
B1 B2
W4
W3
W4
W3W2 W5
0-7-12
-0-7-12
5-0-12
15-5-12
5-0-12
10-5-0
5-0-2
20-5-14
5-4-4
5-4-4
6-8-6
20-5-14
6-9-0
13-9-8
7-0-8
7-0-81-7-111-10-78-7-0Scale = 1:45.1
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 0.36 Vert(LL)-0.06 10-11 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.12 10-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(CT)0.02 7 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 102 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)7=714/0-1-6, (min. 0-1-8), 11=756/0-6-0, (min. 0-1-8)
Max Horiz 11=255 (LC 15)
Max Uplift 7=-151 (LC 17), 11=-173 (LC 16)
Max Grav 7=807 (LC 2), 11=856 (LC 2)
8 8FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-12=-828/253, 12-13=-754/262, 4-13=-734/279, 4-14=-716/274, 14-15=-736/257, 5-15=-810/248, 2-11=-277/160
BOT CHORD 10-11=-178/731, 9-10=-54/520, 8-9=-54/520, 7-8=-135/635
WEBS 4-8=-152/326, 4-10=-164/362, 3-11=-783/107, 5-7=-825/157
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 2-4-4, Interior (1) 2-4-4 to 10-5-0, Exterior(2R) 10-5-0 to 13-5-0, Interior (1) 13-5-0 to 20-4-2 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 at joint(s) 7.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 173 lb uplift at joint 11 and 151 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 DAVID WEEKLEY TOWNHOMES BLD 19
T01 36 12107501-12T Common Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:h4zOuDAc_VcftdAscRHlYHzoZeV-MxHPZk1pEr_9Q?lHRt_AAk7V972jWxfjw840M7y8POS
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x4
=3x5
=4x4
=3x4 =3x4 =4x6
=3x4
=4x4
=3x5 =3x4
10
9 8 7
6
1 5
42
1411
1312
3
T1 T2
W1 W6
B1 B2
W4
W3
W4
W3W2 W5
5-4-4
5-4-4
5-0-12
15-5-12
5-0-12
10-5-0
5-0-2
20-5-14
6-8-6
20-5-14
6-9-0
13-9-8
7-0-8
7-0-81-7-111-10-71-7-118-7-0Scale = 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 0.36 Vert(LL)-0.06 9-10 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.12 9-10 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.02 6 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 101 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)6=715/0-1-6, (min. 0-1-8), 10=715/ Mechanical, (min. 0-1-8)
Max Horiz 10=245 (LC 13)
Max Uplift 6=-151 (LC 17), 10=-153 (LC 16)
Max Grav 6=808 (LC 2), 10=808 (LC 2)
9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11=-833/253, 11-12=-759/262, 3-12=-737/279, 3-13=-717/273, 13-14=-737/256, 4-14=-811/247
BOT CHORD 9-10=-177/736, 8-9=-53/521, 7-8=-53/521, 6-7=-135/636
WEBS 3-7=-153/326, 3-9=-164/367, 2-10=-812/145, 4-6=-827/156
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) 0-1-12 to 3-1-12, Interior (1) 3-1-12 to 10-5-0, Exterior(2R) 10-5-0 to 13-5-0, Interior (1) 13-5-0 to 20-4-2 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 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 at joint(s) 6.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 10 and 151 lb uplift at joint 6.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 19
T02 14 12107501-12T Common Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:QWQjNCzVaUjt47KFeRxvP_zoZau-r7rnn42R?86?29KT?aVPjyggvXOyFOQs9oqauZy8POR
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x5
=3x5
=4x4
=5x6 =4x6
=3x4
=4x4
=3x5 =3x5
11
10 9
8
1 7
62
53
12 15
13 14
4
T1 T1
W1 W1
B2B1
W4
W3
W4
W3W2 W2
0-7-12
-0-7-12
0-7-12
21-5-12
5-0-12
10-5-0
5-0-12
15-5-12
5-4-4
5-4-4
5-4-4
20-10-0
6-9-0
13-9-8
7-0-8
20-10-0
7-0-8
7-0-81-7-118-7-0Scale = 1:45.1
Plate Offsets (X, Y):[10:0-2-12,0-3-4]
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 0.36 Vert(LL)-0.06 8-9 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.40 Vert(CT)-0.12 8-9 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT)0.02 8 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 103 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud *Except* W4:2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)8=767/0-6-0, (min. 0-1-8), 11=767/0-6-0, (min. 0-1-8)
Max Horiz 11=256 (LC 15)
Max Uplift 8=-176 (LC 17), 11=-176 (LC 16)
Max Grav 8=869 (LC 2), 11=869 (LC 2)
10 10FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-12=-850/261, 12-13=-777/271, 4-13=-756/287, 4-14=-752/283, 14-15=-772/266, 5-15=-846/257, 2-11=-277/160,6-8=-277/160
BOT CHORD 10-11=-170/751, 9-10=-25/541, 8-9=-108/676
WEBS 4-9=-163/361, 4-10=-168/362, 3-11=-804/109, 5-8=-802/110
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=5.0psf; BCDL=5.0psf; h=30ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CExterior(2E) -0-7-12 to 2-4-4, Interior (1) 2-4-4 to 10-5-0, Exterior(2R) 10-5-0 to 13-5-0, Interior (1) 13-5-0 to 21-5-12 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 11 and 176 lb uplift at joint 8.
8)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 19
T03 2 12107501-12T Common Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:bdatgz6P_s5JvpgMoFdVMJzoZaj-MxHPZk1pEr_9Q?lHRt_AAk7V972YWxKjw840M7y8POS
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=3x4 =4x4 =1.5x4
=1.5x4
=4x4
=1.5x4 =1.5x4
=1.5x4
=3x4 =4x4
12
11
15 10 16
9
8
1 72635
13 14
4
T1 T1
W1 W1
B1
W3
W2 W2
3-0-0
3-5-4
0-7-12
-0-7-12
0-7-12
8-4-12
0-7-0
0-7-0
0-7-0
7-9-0
3-3-8
3-10-8
3-3-8
7-2-0
0-2-0
0-7-0
0-2-0
7-4-0
0-5-0
7-9-0
0-5-0
0-5-0
3-3-8
3-10-8
3-3-8
7-2-01-3-60-9-60-11-22-6-14Scale = 1:41.1
Plate Offsets (X, Y):[8:Edge,0-1-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL)0.06 10-11 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.30 Vert(CT)0.05 10-11 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.00 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
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 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)9=304/0-4-0, (min. 0-1-8), 11=304/0-4-0, (min. 0-1-8)
Max Horiz 11=21 (LC 15)
Max Uplift 9=-186 (LC 13), 11=-186 (LC 12)
Max Grav 9=374 (LC 24), 11=374 (LC 23)
11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-129/318, 3-13=-183/394, 4-13=-140/403, 4-14=-140/402, 5-14=-183/394, 5-6=-129/317
BOT CHORD 11-12=-300/133, 11-15=-300/133, 10-15=-300/133, 10-16=-300/133, 9-16=-300/133, 8-9=-300/133
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 2-4-4, Interior (1) 2-4-4 to 3-10-8, Exterior(2R) 3-10-8 to 7-2-0, Interior (1) 7-2-0 to 8-4-12 zone; cantilever left and right exposed ; end vertical left and
right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)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 186 lb uplift at joint 11 and 186 lb uplift at joint 9.
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 DAVID WEEKLEY TOWNHOMES BLD 19
T04 2 12107501-12T Common Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:UCPgDmmv1m1W?GNxWJ6O4vzoZZs-r7rnn42R?86?29KT?aVPjygfHXQLFZ_s9oqauZy8POR
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=4x6
=6x6
=4x6
=4x6
=5x6
=5x6
=8x8 =5x6
=4x6
=4x6
=6x6
=4x6
26
25 24 23 22 21 20 19 18 17
16
151142
1333227124
115106
3128972930
8
T2
T1
T2
T1
W1 W1B1B1B2B2
W10
W9 W9
W4 W5
W6 W7
W8
W2
W8
W7 W6
W5 W4
W2W3W3
0-7-12
50-11-12
0-7-12
-0-7-12
3-0-2
3-0-2
3-0-2
50-4-0
3-3-6
6-3-8
3-3-6
47-3-14
6-3-8
18-10-8
6-3-8
12-7-0
6-3-8
37-9-0
6-3-8
44-0-8
6-3-8
25-2-0
6-3-8
31-5-8
6-3-8
25-2-0
6-3-8
18-10-8
6-3-8
12-7-0
6-3-8
37-9-0
6-3-8
44-0-8
6-3-8
31-5-8
6-3-8
6-3-8
6-3-8
50-4-01-4-69-9-0Scale = 1:83.6
Plate Offsets (X, Y):[2:0-0-11,0-2-0], [14:0-0-11,0-2-0], [16:0-3-0,0-2-0], [21:0-4-0,0-4-8], [26:0-3-0,0-2-0]
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 0.27 Vert(LL)-0.19 21-22 >999 360 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.67 Vert(CT)-0.40 21-22 >999 240
TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(CT)0.14 16 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 335 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2 *Except* T1:2x6 SP 2400F 2.0E
BOT CHORD 2x6 SP 2400F 2.0E *Except* B2:2x6 SPF No.2
WEBS 2x4 SPF Stud *Except* W1:2x6 SP 2400F 2.0E, W10,W9,W7:2x4 SPFNo.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing.
WEBS 1 Row at midpt 7-21, 9-21
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)16=1810/0-6-0, (min. 0-1-11), 26=1810/0-6-0, (min. 0-1-11)
Max Horiz 26=123 (LC 16)
Max Uplift 16=-504 (LC 13), 26=-504 (LC 12)
Max Grav 16=2047 (LC 2), 26=2048 (LC 2)
12 12FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-657/201, 3-27=-3762/1056, 4-27=-3739/1064, 4-5=-3940/1133, 5-6=-3504/1046, 6-28=-3445/1062,
7-28=-3385/1064, 7-29=-2910/938, 8-29=-2848/956, 8-30=-2848/956, 9-30=-2910/938, 9-31=-3385/1064,
10-31=-3445/1062, 10-11=-3504/1046, 11-12=-3940/1133, 12-32=-3739/1064, 13-32=-3762/1056, 13-14=-657/201,
2-26=-525/241, 14-16=-525/242
BOT CHORD 25-26=-706/2612, 24-25=-919/3569, 23-24=-921/3685, 22-23=-921/3685, 21-22=-782/3268, 20-21=-768/3268,
19-20=-919/3685, 18-19=-919/3685, 17-18=-932/3569, 16-17=-739/2612
WEBS 8-21=-388/1438, 7-21=-907/338, 9-21=-907/339, 4-25=-458/199, 5-22=-586/233, 7-22=-81/495, 3-26=-2523/734,
9-20=-82/495, 11-20=-586/233, 12-17=-458/199, 13-16=-2523/733, 13-17=-244/1097, 3-25=-244/1097
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 4-4-10, Interior (1) 4-4-10 to 25-2-0, Exterior(2R) 25-2-0 to 30-2-6, Interior (1) 30-2-6 to 50-11-12 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
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
6)All plates are 4x4 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 16 and 504 lb uplift at joint 26.
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 DAVID WEEKLEY TOWNHOMES BLD 19
T05 7 12107501-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:MTglbjX6_ii?JIa1II5eH5zoZNF-JJP9_Q24mSEsgJvfZI1eF9Ds3xfo_s4?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=3x5
=3x6
=3x6
=5x6
=3x6
=3x6
=3x5
1 11
20 19 1817 16 1514 13 12
2625
2 10
3 9
8457
6
T2
T1
T2
T1
B1 B1B2
ST4
ST3
ST2
ST1
ST3
ST2
ST1
0-10-7
39-4-8
18-9-13
38-6-1
19-8-4
19-8-4
39-4-86-7-00-0-46-3-4Scale = 1:66.8
Plate Offsets (X, Y):[15:0-2-0,0-1-8], [17:0-2-0,0-1-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.47 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.36 Horiz(TL)0.01 20 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
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 39-4-8.
(lb) -Max Horiz 1=118 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 11, 13, 16, 19 except12=-201 (LC 17), 14=-130 (LC 17), 18=-131 (LC 16), 20=-202(LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 11, 13, 19 except
12=609 (LC 36), 14=419 (LC 23), 16=507 (LC 2), 18=419 (LC
22), 20=609 (LC 35)
13 13FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-25=-367/358, 2-25=-163/431, 2-3=-82/379, 3-4=-32/358, 4-5=-21/402, 5-6=0/391, 6-7=0/391, 7-8=-13/402, 8-9=-24/358,
9-10=-70/379, 10-26=-145/431, 11-26=-154/358
BOT CHORD 1-20=-340/342, 19-20=-340/192, 18-19=-340/192, 17-18=-340/192, 16-17=-340/192, 15-16=-340/192, 14-15=-340/192,
13-14=-340/192, 12-13=-340/192, 11-12=-340/192
WEBS 6-16=-434/91, 5-18=-325/180, 2-20=-405/221, 7-14=-325/180, 10-12=-405/221
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) 0-0-12 to 4-0-0, Interior (1) 4-0-0 to 19-9-0, Exterior(2R) 19-9-0 to 23-9-0, Interior (1) 23-9-0 to 39-5-4 zone; cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)All plates are 1.5x4 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 16, 19, 13, 11 except (jt=lb) 18=130, 20=202, 14=130,
12=201.
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 DAVID WEEKLEY TOWNHOMES BLD 19
V01 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:k0f7p6G?sbbDj0zKTy0f_OzoaKH-JJP9_Q24mSEsgJvfZI1eF9Dohxix_yi?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=3x5 =1.5x4 =1.5x4 =1.5x4
=1.5x4
=4x4
=5x6 =1.5x4 =1.5x4
=1.5x4 =1.5x4
=3x5
1 7
12 11 10 9 8
221723
2 6
18 21
3 52019
4
T1 T1
B1 B1
ST3
ST2
ST1
ST2
ST1
0-10-7
31-4-8
14-9-13
30-6-1
15-8-4
15-8-4
31-4-85-3-00-0-44-11-4Scale = 1:54.8
Plate Offsets (X, Y):[10:0-3-0,0-3-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.28 Horiz(TL)0.01 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 89 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide.REACTIONS All bearings 31-4-8.
(lb) -Max Horiz 1=93 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 7, 9, 10, 11 except 8=-199(LC 17), 12=-199 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 7, 11 except 8=600
(LC 36), 9=286 (LC 23), 10=627 (LC 2), 12=600 (LC 35)
14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-17=-317/424, 2-17=-150/510, 2-18=-77/393, 3-18=-66/461, 3-19=-20/417, 4-19=-14/477, 4-20=-15/477, 5-20=-21/417,
5-21=-67/461, 6-21=-78/393, 6-23=-151/510, 22-23=-152/438, 7-22=-159/424
BOT CHORD 1-12=-416/296, 11-12=-416/197, 10-11=-416/197, 9-10=-416/197, 8-9=-416/197, 7-8=-416/197
WEBS 4-10=-519/146, 3-11=-255/139, 2-12=-396/218, 5-9=-255/139, 6-8=-396/218
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) 0-0-12 to 3-2-6, Interior (1) 3-2-6 to 15-9-0, Exterior(2R) 15-9-0 to 18-10-10, Interior (1) 18-10-10 to 31-5-4 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)All plates are 1.5x4 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 10, 11, 9 except (jt=lb) 12=199, 8=198.
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 DAVID WEEKLEY TOWNHOMES BLD 19
V02 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:bM3S69vk?eykMCt5IBqV9jzoZb_-JJP9_Q24mSEsgJvfZI1eF9DoXxi4_zy?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=3x5 =1.5x4 =1.5x4
=3x4
=4x4
=1.5x4 =1.5x4 =1.5x4
=3x5
1
9 8 7 6
5
191420
1815
2 41617
3
T1 T1
B1 B2
ST2
ST1 ST1
0-10-7
23-4-8
10-9-13
22-6-1
11-8-4
11-8-4
23-4-83-11-00-0-43-7-4Scale = 1:42.8
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 0.55 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.46 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.11 Horiz(TL)0.01 9 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 61 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS All bearings 23-4-8.
(lb) -Max Horiz 1=72 (LC 18)
Max Uplift All uplift 100 (lb) or less at joint(s) 1, 5, 7 except 6=-199 (LC
13), 9=-209 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 5 except 6=609 (LC23), 7=318 (LC 2), 9=643 (LC 22)
15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-14=-313/315, 14-15=-137/331, 2-15=-128/404, 2-16=-54/281, 3-16=-51/341, 3-17=-44/344, 4-17=-47/312,
4-18=-113/400, 18-20=-122/331, 19-20=-123/329, 5-19=-130/325
BOT CHORD 1-9=-314/292, 8-9=-314/163, 7-8=-314/163, 6-7=-314/163, 5-6=-314/163
WEBS 3-7=-330/112, 2-9=-447/229, 4-6=-430/224
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) 0-0-12 to 3-0-12, Interior (1) 3-0-12 to 11-9-0, Exterior(2R) 11-9-0 to 14-9-0, Interior (1) 14-9-0 to 22-7-3 zone; cantilever left and right exposed ; end vertical left
and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.
5)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except (jt=lb) 9=209, 6=198.8)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 DAVID WEEKLEY TOWNHOMES BLD 19
V03 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:bM3S69vk?eykMCt5IBqV9jzoZb_-JJP9_Q24mSEsgJvfZI1eF9Dohxi4_0d?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
412
=4x4
=5x6
=1.5x4 =4x4
1
4
3
9 10
2
T1 T1
B1
ST1
0-10-7
15-4-8
6-9-13
14-6-1
7-8-4
7-8-4
15-4-82-7-00-0-42-3-4Scale = 1:30.8
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.62 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.18 Horiz(TL)0.01 4 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 36 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 9-3-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)1=107/15-4-8, (min. 0-1-13), 3=57/15-4-8, (min. 0-1-13),
4=866/15-4-8, (min. 0-1-13)
Max Horiz 1=48 (LC 16)
Max Uplift 1=-21 (LC 16), 3=-77 (LC 35), 4=-243 (LC 12)
Max Grav 1=121 (LC 2), 3=180 (LC 23), 4=986 (LC 22)
16 16FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-9=-307/604, 2-9=-297/681, 2-10=-290/639, 3-10=-299/604
BOT CHORD 1-4=-573/354, 3-4=-573/354
WEBS 2-4=-740/552
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) 0-0-12 to 3-0-12, Exterior(2N) 3-0-12 to 7-9-0, Corner(3R) 7-9-0 to 10-9-0, Exterior(2N) 10-9-0 to 14-7-3 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; 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)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 21 lb uplift at joint 1, 77 lb uplift at joint 3 and 243 lb uplift at joint 4.
10)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 19
V04 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:yKsL9sytpAb0Tzl35kPgsnzoZav-JJP9_Q24mSEsgJvfZI1eF9DlCxga_?W?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x5 =1.5x4
=4x4
=3x5
1 3
4
129
1110
2
T1 T1
B1
ST1
0-5-3
11-4-4
5-2-15
10-11-1
5-8-2
5-8-2
11-4-43-9-110-0-43-5-15Scale = 1:27.8
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 0.52 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 0.23 Horiz(TL)0.01 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 31 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)1=-13/11-4-4, (min. 0-1-8), 3=-13/11-4-4, (min. 0-1-8),
4=830/11-4-4, (min. 0-1-8)
Max Horiz 1=99 (LC 13)
Max Uplift 1=-79 (LC 23), 3=-79 (LC 22), 4=-239 (LC 16)
Max Grav 1=47 (LC 35), 3=60 (LC 16), 4=939 (LC 2)
17 17FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-9=-226/372, 9-10=-216/397, 2-10=-211/481, 2-11=-209/481, 11-12=-215/397, 3-12=-225/372
BOT CHORD 1-4=-389/280, 3-4=-389/280
WEBS 2-4=-730/381
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) 0-0-6 to 3-0-6, Interior (1) 3-0-6 to 5-8-8, Exterior(2R) 5-8-8 to 8-8-8, Interior (1) 8-8-8 to 11-4-10 zone; cantilever left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.5)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1, 79 lb uplift at joint 3 and 239 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 DAVID WEEKLEY TOWNHOMES BLD 19
V05 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:SjdYVPDIz1e6vxTKbgAr2pzoZQE-JJP9_Q24mSEsgJvfZI1eF9DoAxj0__k?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
812
=3x4
=4x4
=1.5x4 =3x4
1 3
4
2
T1 T1
B1
ST1
0-5-3
7-4-4
3-2-15
6-11-1
3-8-2
3-8-2
7-4-42-5-110-0-42-1-15Scale = 1:22.9
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.18 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.08 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight: 19 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 7-5-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)1=40/7-4-4, (min. 0-1-8), 3=40/7-4-4, (min. 0-1-8), 4=441/7-4-4,
(min. 0-1-8)
Max Horiz 1=62 (LC 15)
Max Uplift 1=-4 (LC 23), 3=-15 (LC 12), 4=-110 (LC 16)
Max Grav 1=88 (LC 22), 3=88 (LC 23), 4=498 (LC 2)
18 18FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-4=-349/224
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) 0-0-6 to 3-0-6, Interior (1) 3-0-6 to 3-8-8, Exterior(2R) 3-8-8 to 6-5-7, Interior (1) 6-5-7 to 7-4-10 zone; cantilever left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loads have been considered for this design.5)Gable requires continuous bottom chord bearing.
6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 lb uplift at joint 1, 15 lb uplift at joint 3 and 110 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 DAVID WEEKLEY TOWNHOMES BLD 19
V06 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:SjdYVPDIz1e6vxTKbgAr2pzoZQE-JJP9_Q24mSEsgJvfZI1eF9DuTxnS_05?OSZ7Q?y8POQ
DE Job # 89061-W1
Dansco Engineering,
LLC Date: 12/16/2021
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!! This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
8 12
=3x4
=3x4
=3x4
1 3
2
T1 T1
B1
0-5-3
3-4-4
1-2-15
2-11-1
1-8-2
1-8-2
3-4-4
1-1-11
0-0-40-9-15Scale = 1:18.7
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: 7 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing beinstalled during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)1=119/3-4-4, (min. 0-1-8), 3=119/3-4-4, (min. 0-1-8)
Max Horiz 1=26 (LC 15)
Max Uplift 1=-27 (LC 16), 3=-27 (LC 17)
Max Grav 1=134 (LC 2), 3=134 (LC 2)
19 19FORCES (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 DAVID WEEKLEY TOWNHOMES BLD 19
V07 2 12107501-12T Valley Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Thu Dec 16 12:18:28 Page: 1
ID:SjdYVPDIz1e6vxTKbgAr2pzoZQE-JJP9_Q24mSEsgJvfZI1eF9DvBxoA_1K?OSZ7Q?y8POQ