HomeMy WebLinkAboutLots 98_99_100 - 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: 2107082-12T
13 truss design(s)
86913-W1
09/17/2021
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 # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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
=4x8
=4x8
=4x6 =6x6
=4x6
=6x8
=4x6
=3x4 =3x4
64
63 62 61 60 59 58 57 5655 54 5352 51 50 49 48 474665 4566 4467434268 4169 4070 3971 38 37 36 35
34
333212331430529628727826925241011231222132114201519161817
T2
T1
T3
T1
W1 W2B1B1B1B2
ST13 ST13ST12ST11ST10ST9ST8ST7ST6ST5ST4ST3ST2ST1
ST12 ST11 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1
0-7-12
52-11-12
0-7-12
-0-7-12
25-8-0
25-8-0
26-8-0
52-4-0
9-6-4
52-4-0
12-11-8
42-9-12
29-10-4
29-10-41-10-131-6-1310-5-8Scale = 1:87.8
Plate Offsets (X, Y):[10:0-2-2,Edge], [17:0-3-0,Edge], [43:0-4-0,0-1-4], [53:0-3-0,0-1-4]
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 0.43 Vert(LL)0.26 42-44 >589 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.71 Vert(CT)-0.23 42-44 >677 180
TCDL 10.0 Rep Stress Incr NO WB 0.21 Horz(CT)0.01 34 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 354 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,ST10:2x4 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 16-50, 18-49, 15-51, 14-52, 19-48,20-46
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 30-0-0. except 34=9-8-0, 38=9-8-0, 37=9-8-0, 36=9-8-0,35=9-8-0, 47=0-3-8, 39=0-3-8
(lb) -Max Horiz 64=-122 (LC 17)
Max Uplift All uplift 100 (lb) or less at joint(s) 34, 36, 51, 52, 54, 55, 57,58, 59, 60, 61, 62, 64 except 35=-161 (LC 13), 37=-166 (LC
13), 38=-661 (LC 28), 39=-1004 (LC 13), 47=-1242 (LC 9),
48=-948 (LC 28), 63=-157 (LC 12)
Max Grav All reactions 250 (lb) or less at joint(s) 34, 35, 36, 49, 50, 51,
52, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64 except 37=305 (LC
33), 38=532 (LC 13), 39=1332 (LC 28), 47=1641 (LC 28),
48=733 (LC 13)
1 1FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 15-16=-37/267, 16-17=-32/255, 17-18=-26/252, 18-19=-51/274, 19-20=-70/263
WEBS 20-46=-479/354, 27-39=-551/415
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone; cantilever left
and right exposed ; end vertical left and right 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 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 2x4 MT20 unless otherwise indicated.
8)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).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) 64, 34, 51, 52, 54, 55, 57, 58, 59, 60, 61, 62, 36 except
(jt=lb) 63=156, 48=947, 38=661, 37=165, 35=160, 47=1242, 39=1004.
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.
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
GE01 2 12107082-12T Common Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:bgghWIKrH4HMyxyMUEQ4htymH8J-mdOS2zdbbiD3SiwJfFimrSvuoarHNcQRA3NH0myci9c
Continued on page 2
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
13)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 90 lb up at 29-6-12, 80 lb down and 90 lb up at 31-6-12,80 lb down and 90 lb up at 33-6-12, 80 lb down and 90 lb up at 35-6-12, 80 lb down and 90 lb up at 37-6-12, 80 lb down and 90 lb up at 39-6-12, and 80 lb down and 90 lb
up at 41-6-12, and 80 lb down and 90 lb up at 43-1-4 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, 2-17=-51, 17-32=-51, 32-33=-51, 34-64=-20
Concentrated Loads (lb)
Vert: 47=1, 65=1, 66=1, 67=1, 68=1, 69=1, 70=1, 71=1
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
GE01 2 12107082-12T Common Girder Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 2
ID:bgghWIKrH4HMyxyMUEQ4htymH8J-mdOS2zdbbiD3SiwJfFimrSvuoarHNcQRA3NH0myci9c
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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 =4x6
=5x6
=4x6
=4x8
=4x8 =3x4
62
61 60 59 58 57 56 55 5453 52 5150 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34
33
323113022932842752662572482322910211120126366191365641814171516
W1
T2
T1
T3
T1
W2B1B1B1B2
ST13ST12ST11ST10ST9ST8ST7ST6ST5ST4ST3ST2ST1
ST12 ST11 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1 ST14
0-7-12
52-11-12
0-7-12
-0-7-12
25-8-025-8-0 26-8-052-4-0
52-4-01-10-131-6-1310-5-8Scale = 1:87.8
Plate Offsets (X, Y):[23:0-2-2,Edge], [53:0-2-0,0-2-0]
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 0.06 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 0.17 Horz(CT)0.01 33 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 354 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,ST10:2x4 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 16-47, 15-48, 14-49, 17-46, 18-45
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 52-4-0.
(lb) -Max Horiz 62=-122 (LC 21)
Max Uplift All uplift 100 (lb) or less at joint(s) 33, 35, 36, 37, 38, 39, 40,
42, 43, 44, 45, 46, 48, 49, 51, 52, 54, 55, 56, 57, 58, 59, 60, 62
except 34=-136 (LC 17), 61=-175 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 33, 34, 35, 36, 37, 38,39, 40, 42, 43, 44, 45, 46, 47, 48, 49, 51, 52, 54, 55, 56, 57, 58,59, 60, 61, 62
3 3FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 13-63=-91/253, 13-64=-113/273, 14-64=-103/280, 14-15=-125/309, 15-16=-133/328, 16-17=-133/322, 17-18=-125/302,18-65=-103/273, 19-65=-113/267
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-7-12 to 4-7-1, Exterior(2N) 4-7-1 to 25-8-0, Corner(3R) 25-8-0 to 30-10-13, Exterior(2N) 30-10-13 to 52-11-12 zone; cantilever left and right exposed ; endvertical 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 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) 62, 33, 48, 49, 51, 52, 54, 55, 56, 57, 58, 59, 60, 46, 45, 44,43, 42, 40, 39, 38, 37, 36, 35 except (jt=lb) 61=174, 34=136.
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 17
GE02 2 12107082-12T Common Supported Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:fDU6qjZ5SXotI5aBss4I3oymHTy-BC3ag?fTtdbeJ9fuKNGTS5XVqo2Sa_nts1cxc5yci9Z
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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
=4x8
=4x8
=4x6 =6x6
=5x6
=4x6
=4x6
=3x4
=3x4
60
59 58 57 56 55 54 53 5251 5049 48 47 46 45 44 43 42 4140 39 38 37 36 35 34 33
32
3130122932842752662572482392210211120126164191362631814171516
W1
T2
T1
T3
T1
W2
B1 B1B1B2
ST13ST12ST11ST10ST9ST8ST7ST6ST5ST4ST3ST2ST1
ST12 ST11 ST10 ST9 ST8 ST7 ST6 ST5 ST4 ST3 ST2 ST1
0-7-12
50-11-12
0-7-12
-0-7-12
24-8-0
24-8-0
25-8-0
50-4-0
50-4-02-2-131-10-1310-5-8Scale = 1:84.8
Plate Offsets (X, Y):[10:0-2-2,Edge], [41:0-2-0,0-2-0], [50:0-3-0,0-1-4]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(CT)0.00 32 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 347 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,ST10:2x4 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 16-46, 15-47, 14-48, 17-45, 18-44
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 60=-105 (LC 17)
Max Uplift All uplift 100 (lb) or less at joint(s) 32, 34, 35, 36, 37, 38, 39,
40, 42, 43, 44, 45, 47, 48, 49, 51, 53, 54, 55, 56, 57, 58, 60
except 33=-163 (LC 17), 59=-151 (LC 16)
Max Grav All reactions 250 (lb) or less at joint(s) 32, 33, 34, 35, 36, 37,38, 39, 40, 42, 43, 44, 45, 46, 47, 48, 49, 51, 53, 54, 55, 56, 57,58, 59, 60
4 4FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 12-61=-103/251, 13-61=-92/255, 13-62=-115/276, 14-62=-104/283, 14-15=-127/311, 15-16=-135/331, 16-17=-135/324,17-18=-127/304, 18-63=-104/276, 19-63=-115/269
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=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-CCorner(3E) -0-7-12 to 4-8-0, Exterior(2N) 4-8-0 to 24-8-0, Corner(3R) 24-8-0 to 29-8-6, Exterior(2N) 29-8-6 to 50-11-12 zone; cantilever left and right exposed ; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult
qualified building designer as per ANSI/TPI 1.
4)TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); Pg=20.0 psf; Pf=15.4 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat C; Partially Exp.;
Ce=1.0; Cs=1.00; Ct=1.10
5)Unbalanced snow loads have been considered for this design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 15.4 psf on overhangs non-concurrent with other live loads.
7)All plates are 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) 60, 32, 47, 48, 49, 51, 53, 54, 55, 56, 57, 58, 45, 44, 43, 42,40, 39, 38, 37, 36, 35, 34 except (jt=lb) 59=150, 33=162.
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 17
GE03 2 12107082-12T Common Supported Gable Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:bDuUdw4UwT1C06lsEnb3CizQp7F-fOdztLg6exjVwJE4u4ni?I4gaCOWJRC15hLU9Yyci9Y
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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
=2x4 =2x4
=1.5x4 =1.5x4
5 4
1
2
3
W1
T1
W2
B1
1-6-0
1-6-0
0-7-12
-0-7-12
1-6-02-4-131-10-132-4-13Scale = 1:22.8
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 0.08 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-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 1-6-0 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 (lb/size)4=30/1-6-0, (min. 0-1-8), 5=96/1-6-0, (min. 0-1-8)
Max Horiz 5=53 (LC 13)
Max Uplift 4=-48 (LC 13), 5=-30 (LC 12)
Max Grav 4=35 (LC 23), 5=121 (LC 23)
5 5FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3E) 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
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)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
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 30 lb uplift at joint 5 and 48 lb uplift at joint 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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
GE04 2 12107082-12T Monopitch Supported Gable Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:z?I_kaotDRHAIvVIvwvATOzQpyY-7aBL5ghkPFrMYTpHRoIxYWcpmbiI2wxAKL51h_yci9X
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
4 12
=1.5x4 =2x4
=1.5x4 =1.5x4
5 4
1
2
3
W1
T1
W2
B1
0-7-12
-0-7-12
1-6-0
1-6-0
1-6-02-0-131-6-132-0-13Scale = 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 0.13 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.06 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT)n/a -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 1-6-0 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 (lb/size)4=30/1-6-0, (min. 0-1-8), 5=96/1-6-0, (min. 0-1-8)
Max Horiz 5=45 (LC 13)
Max Uplift 4=-35 (LC 13), 5=-32 (LC 12)
Max Grav 4=35 (LC 23), 5=121 (LC 23)
6 6FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Corner(3E) 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
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)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).
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 32 lb uplift at joint 5 and 35 lb uplift at joint 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.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
GE05 2 12107082-12T Monopitch Supported Gable Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:xFu50OToCJuYh2apZE7QzSzQp1Z-7aBL5ghkPFrMYTpHRoIxYWcpEbjc2wxAKL51h_yci9X
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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
60.00 lb/ft to 0.00 lb/ft85.00 lb/ft
=MT18HS 3x10
=MT18HS 8x12
=MT18HS 5x12
=4x6
=MT18HS 5x12
=4x6
=5x6
=5x6
=5x8 =6x6
=4x6
=6x6
=6x10
=4x6
25 24 23 22 21 20 19 18 17 16 15 14
131212263227113
1049528
29 863130
7
T2
T1
T3
T1
W1 W17B1B1B1B2
W9
W2
W8
W3 W4
W5 W6
W7 W10
W16
W11
W12 W13
W14 W15
0-7-12
52-11-12
0-7-12
-0-7-12
6-5-012-10-0 6-5-019-3-0 6-5-025-8-0 6-8-039-0-0 6-8-045-8-06-8-032-4-06-5-06-5-0 6-8-052-4-0
6-3-319-1-3 6-4-1539-0-06-5-012-10-06-5-06-5-0 6-6-752-4-06-6-1325-8-0 6-9-945-9-96-11-132-7-11-10-131-6-1310-5-8Scale = 1:87.8
Plate Offsets (X, Y):[2:0-4-8,0-3-4], [12:0-4-13,0-3-0], [15:0-2-12,0-2-12], [24:0-4-12,0-2-0], [25:0-5-0,0-0-4]
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 0.82 Vert(LL)-0.28 21 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.39 Vert(CT)-0.57 19-21 >999 180 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.87 Horz(CT)0.14 14 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 344 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF No.2
BOT CHORD 2x6 SP 2400F 2.0E
WEBS 2x4 SPF No.2 *Except* W1,W17:2x6 SPF No.2, W2:2x4 SPF 1650F1.5E, W3,W4,W5,W13,W14,W15:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 9-2-14 oc bracing.
WEBS 1 Row at midpt 6-19, 4-21, 8-19, 10-18
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)14=2114/0-6-0, (min. 0-2-0), 25=3114/0-6-0, (min. 0-2-15)
Max Horiz 25=-122 (LC 21)
Max Uplift 14=-436 (LC 13), 25=-667 (LC 12)
Max Grav 14=2391 (LC 2), 25=3521 (LC 2)
7 7FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-26=-5772/1398, 26-27=-5655/1395, 3-27=-5593/1370, 3-4=-5799/1419, 4-5=-4708/1172, 5-28=-4575/1156,
28-29=-4563/1168, 6-29=-4514/1170, 6-30=-3663/965, 7-30=-3601/987, 7-31=-3601/987, 8-31=-3666/965,
8-9=-4194/1045, 9-10=-4259/1022, 10-11=-4628/1060, 11-32=-4206/926, 12-32=-4289/904, 2-25=-3389/912,
12-14=-2272/574
BOT CHORD 24-25=-220/526, 23-24=-1276/5364, 22-23=-1190/5316, 21-22=-1190/5316, 20-21=-890/4309, 19-20=-890/4309,
18-19=-761/3964, 17-18=-861/4337, 16-17=-861/4337, 15-16=-827/4022, 14-15=-138/528
WEBS 7-19=-422/1897, 2-24=-1158/4980, 6-19=-1477/429, 3-24=-1152/384, 4-23=0/300, 4-21=-1408/407, 6-21=-193/1057,
8-19=-893/282, 12-15=-691/3527, 8-18=-38/483, 10-18=-527/185, 11-16=-61/376, 11-15=-595/231
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -0-7-12 to 4-7-1, Interior (1) 4-7-1 to 25-8-0, Exterior(2R) 25-8-0 to 30-10-13, Interior (1) 30-10-13 to 52-11-12 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 MT20 plates unless otherwise indicated.
7)All plates are 4x4 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 667 lb uplift at joint 25 and 436 lb uplift at joint 14.
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
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-26=-51, 7-28=-51, 7-12=-51, 12-13=-51, 14-25=-20
Trapezoidal Loads (lb/ft)
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
T01 16 12107082-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:NygAeaIL4HTD7TkvwAgb1gymHT?-j?VCTffr6KTnh?4imglEwt?8DOclrMbkdNsN4fyci9a
Continued on page 2
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
Vert: 26=-196-to-27=-187, 27=-187-to-3=-178, 3=-178-to-4=-148, 4=-148-to-5=-141, 5=-141-to-28=-136
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
T01 16 12107082-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 2
ID:NygAeaIL4HTD7TkvwAgb1gymHT?-j?VCTffr6KTnh?4imglEwt?8DOclrMbkdNsN4fyci9a
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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
=5x8
=6x8
=6x8
=4x4
=4x4
=4x4
=4x6
=5x6 =4x4
=4x4
=4x6
=5x6
=4x8
=4x6
=6x10
=6x8 =3x4 =3x4
=8x10
=4x6
=4x8
=2x4
=8x10 =3x4
=3x5
=6x6
=8x10
=6x8
=3x6
31 30 29 28 27 26 25 24 23 19 18 17
16151
22 21 20
2
361432313
12411510
33 3569348
7
T2
T1
T3
T5
T4
W1 W21B1B6B1B2
B3
B4
B5
W8
W9
W10 W13
W18
W2 W20
W11
W12 W19W17
W14 W16W15
W3 W4
W5 W6
W7
0-7-12
52-11-12
0-7-12
-0-7-12
3-2-12
42-7-12
3-2-12
39-5-0
4-7-8
47-3-4
5-0-8
36-2-4
5-0-12
52-4-0
5-5-12
31-1-12
6-4-2
12-11-12
6-4-2
19-3-14
6-4-2
25-8-0
6-7-10
6-7-10
3-1-0
39-5-0
3-1-0
42-6-0
4-9-4
47-3-4
5-0-12
52-4-0
5-2-4
36-4-0
5-5-12
31-1-12
6-2-11
19-2-7
6-5-9
25-8-0
6-5-12
6-5-12
6-6-0
12-11-121-10-131-6-131-6-010-5-8Scale = 1:87.8
Plate Offsets (X, Y):[20:0-2-12,0-5-0], [22:0-2-12,0-5-0], [24:0-3-8,0-3-0], [30:0-3-8,0-3-0]
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 0.32 Vert(LL)-0.29 23 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.84 Vert(CT)-0.58 23 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(CT)0.24 17 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 366 lb FT = 20%
LUMBER
TOP CHORD 2x6 SP 2400F 2.0E *Except* T2,T1:2x6 SPF No.2
BOT CHORD 2x6 SPF No.2 *Except* B3,B5:2x4 SPF Stud, B4,B6:2x6 SP 2400F
2.0E
WEBS 2x4 SPF No.2 *Except* W1:2x6 SPF No.2, W21:2x8 SP 2400F 2.0E,
W19,W14,W16,W15,W3,W4,W5:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 9-3-6 oc bracing.
WEBS 1 Row at midpt 6-25, 9-25, 4-27
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.REACTIONS (lb/size)17=1882/0-6-0, (min. 0-1-12), 31=1878/0-6-0, (min. 0-3-5)
Max Horiz 31=-121 (LC 21)
Max Uplift 17=-383 (LC 13), 31=-374 (LC 12)
Max Grav 17=2129 (LC 2), 31=2125 (LC 2)
9 9FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-32=-3423/694, 3-32=-3341/706, 3-4=-3742/823, 4-5=-3437/793, 5-33=-3377/809, 6-33=-3329/815, 6-34=-2913/744,
7-34=-2850/765, 7-8=-2850/766, 8-9=-2902/755, 9-35=-4737/1102, 10-35=-4798/1091, 10-11=-4784/1050,
11-12=-4819/1044, 12-13=-5831/1242, 13-14=-5848/1196, 14-36=-3310/692, 15-36=-3391/690, 2-31=-2035/502,
15-17=-2010/488
BOT CHORD 30-31=-170/298, 29-30=-618/3209, 28-29=-637/3497, 27-28=-637/3497, 26-27=-552/3197, 25-26=-552/3197,24-25=-527/3184, 21-22=-918/5079, 20-21=-918/5079, 17-18=-109/488
WEBS 6-25=-847/270, 7-25=-303/1457, 9-25=-912/279, 9-22=-445/2221, 14-20=-437/2455, 2-30=-546/2981, 15-18=-513/2741,
9-24=-801/218, 22-24=-518/3124, 14-18=-1642/400, 18-20=-589/3057, 12-22=-848/195, 12-20=-180/691, 3-30=-611/221,
3-29=-40/335, 4-27=-472/175, 6-27=-40/455
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -0-7-12 to 4-7-1, Interior (1) 4-7-1 to 25-8-0, Exterior(2R) 25-8-0 to 31-1-12, Interior (1) 31-1-12 to 52-11-12 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)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 374 lb uplift at joint 31 and 383 lb uplift at joint 17.
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 17
T02 4 12107082-12T Roof Special Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:NygAeaIL4HTD7TkvwAgb1gymHT?-j?VCTffr6KTnh?4imglEwt?G1OVjrL8kdNsN4fyci9a
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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
60.00 lb/ft to 0.00 lb/ft85.00 lb/ft
=MT18HS 3x10
=MT18HS 8x12
=6x8
=4x4
=4x6
=8x10
=4x4
=5x6
=6x6
=4x8
=4x4
=4x4
=5x6
=4x6
=4x4
=6x8
=6x8
=4x6
21 20 1918 17 16 15 14 13 12
111012222823
93
847524272625
6
T2
T1
T3
T1
W1 W13
B1 B1B3B2
W7
W12W2
W3 W4
W5 W6 W8 W9
W10 W11
0-7-12
50-11-12
0-7-12
-0-7-12
8-2-11
16-5-5
8-2-11
24-8-0
8-6-11
41-9-5
8-6-11
33-2-11
8-2-11
8-2-11
8-6-11
50-4-0
8-2-11
24-8-0
8-2-11
16-5-5
8-2-11
8-2-11
8-6-1
50-4-0
8-6-11
33-2-11
8-7-4
41-9-152-2-131-10-1310-5-8Scale = 1:84.8
Plate Offsets (X, Y):[2:0-5-0,0-2-0], [10:0-3-8,0-2-0], [13:0-3-8,0-3-0], [19:0-2-12,0-5-0], [20:0-4-0,0-2-0], [21:0-5-0,0-0-12]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)20.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL)-0.22 16-18 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 1.00 Vert(CT)-0.47 16-18 >999 180 MT18HS 197/144
TCDL 10.0 Rep Stress Incr NO WB 0.82 Horz(CT)0.13 12 n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 325 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* B3,B2:2x6 SPF No.2
WEBS 2x4 SPF No.2 *Except* W1,W13:2x6 SPF No.2, W2:2x4 SPF 2100F1.8E, W3,W5,W9,W11:2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-11-1 oc bracing.
WEBS 1 Row at midpt 3-18, 5-16, 7-16, 9-15
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)12=2023/0-6-0, (min. 0-1-14), 21=3061/0-6-0, (min. 0-2-14)
Max Horiz 21=-105 (LC 21)
Max Uplift 12=-417 (LC 13), 21=-658 (LC 12)
Max Grav 12=2288 (LC 2), 21=3461 (LC 2)
10 10FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-22=-5430/1307, 22-23=-5231/1283, 3-23=-5217/1279, 3-4=-4672/1142, 4-5=-4335/1107, 5-24=-3390/880,
24-25=-3365/889, 6-25=-3300/908, 6-26=-3300/907, 26-27=-3322/888, 7-27=-3388/878, 7-8=-3888/961, 8-9=-4034/945,
9-28=-3942/876, 10-28=-4031/860, 2-21=-3347/920, 10-12=-2178/567
BOT CHORD 20-21=-224/572, 19-20=-1168/4963, 18-19=-1168/4963, 17-18=-899/4205, 16-17=-899/4205, 15-16=-734/3756,
14-15=-765/3745, 13-14=-765/3745, 12-13=-126/447
WEBS 6-16=-328/1644, 10-13=-646/3346, 2-20=-1018/4505, 3-20=-897/350, 3-18=-1000/313, 5-18=-59/655, 5-16=-1519/441,
7-16=-883/291, 7-15=0/344, 9-13=-468/236
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) -0-7-12 to 4-4-10, Interior (1) 4-4-10 to 24-8-0, Exterior(2R) 24-8-0 to 29-8-6, Interior (1) 29-8-6 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 MT20 plates unless otherwise indicated.
7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 658 lb uplift at joint 21 and 417 lb uplift at joint 12.
9)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-2=-51, 2-22=-51, 4-6=-51, 6-10=-51, 10-11=-51, 12-21=-20
Trapezoidal Loads (lb/ft)
Vert: 22=-196-to-23=-183, 23=-183-to-3=-165, 3=-165-to-4=-136
Job Truss Truss Type Qty Ply DAVID WEEKLEY TOWNHOMES BLD 17
T03 7 12107082-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:uGAPryk1iG?o91Xpf4_pAOzQp?x-7aBL5ghkPFrMYTpHRoIxYWcezbUv2k8AKL51h_yci9X
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
1012
=3x6
=3x4
=3x6
51
7 6
2 4
3
T1 T1
W1 W1
B1
2-5-0
0-5-12
-0-5-12
0-5-12
3-5-12
1-6-0
1-6-0
1-6-0
3-0-0
3-0-02-0-60-8-110-3-91-11-11Scale = 1:21.9
Plate Offsets (X, Y):[3:0-2-0,Edge], [6:0-2-4,0-0-4], [7:0-4-0,0-1-8]
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 0.06 Vert(LL)0.00 6-7 >999 240 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.05 Vert(CT)0.00 6-7 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT)n/a -n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 11 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 3-0-0 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)6=128/0-4-0, (min. 0-1-8), 7=128/0-4-0, (min. 0-1-8)
Max Horiz 7=-63 (LC 14)
Max Uplift 6=-25 (LC 17), 7=-25 (LC 16)
Max Grav 6=162 (LC 24), 7=162 (LC 23)
11 11FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.
2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
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 25 lb uplift at joint 7 and 25 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 DAVID WEEKLEY TOWNHOMES BLD 17
T04 21 12107082-12T Common Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:wm_vLNh29bM4LgSWMWWV?OymHD0-BC3ag?fTtdbeJ9fuKNGTS5XVqo2Ha0Rts1cxc5yci9Z
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
4 12
=1.5x4 =1.5x4
=1.5x4 =1.5x4
5 4
1
2
3
W1
T1
W2
B1
0-7-8
-0-7-8
1-7-4
1-7-4
0-2-4
0-2-4
0-1-8
1-7-4
1-3-8
1-5-121-6-111-0-41-6-11Scale = 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 0.08 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)n/a -n/a n/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight: 6 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF Stud
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-7-4 oc purlins,except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing be
installed during truss erection, in accordance with StabilizerInstallation guide.
REACTIONS (lb/size)4=35/0-1-8, (min. 0-1-8), 5=97/0-4-0, (min. 0-1-8)
Max Horiz 5=34 (LC 13)
Max Uplift 4=-31 (LC 12), 5=-49 (LC 12)
Max Grav 4=41 (LC 23), 5=122 (LC 23)
12 12FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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)Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface.7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 5 and 31 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 DAVID WEEKLEY TOWNHOMES BLD 17
T05 10 12107082-12T Jack-Closed Job Reference (optional)
Run: 8.4 S 0 Apr 7 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:kwMAbQlplR7D3bvgindvEfymHCw-BC3ag?fTtdbeJ9fuKNGTS5XUWo2ca0Rts1cxc5yci9Z
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
1012
=1.5x4 =3x4
=1.5x4 =1.5x4
5 4
1
2
3
W1
T1
W2
B1
1-0-0
1-0-0
0-7-12
-0-7-12
0-1-8
1-0-0
0-10-8
0-10-82-6-131-8-132-6-13Scale = 1:32.2
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 0.17 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 0.00 Horz(CT)n/a -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 1-0-0 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 (lb/size)4=3/ Mechanical, (min. 0-1-8), 5=88/0-6-0, (min. 0-1-8)
Max Horiz 5=58 (LC 13)
Max Uplift 4=-87 (LC 13), 5=-23 (LC 14)
Max Grav 4=85 (LC 14), 5=120 (LC 23)
13 13FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
Exterior(2E) 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 23 lb uplift at joint 5 and 87 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 17
T06 16 12107082-12T Jack-Closed Job Reference (optional)
Run: 8.42 S Dec 30 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:1BA6oZ0Y6hRtFDlyeT1bGoymHDt-BC3ag?fTtdbeJ9fuKNGTS5XT5o1za0Rts1cxc5yci9Z
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
10 12
=2x4
=3x4
=2x4
1
3
2
T1 T1
B1
0-4-2
3-8-5
1-6-0
3-4-3
1-10-2
1-10-2
3-8-51-6-110-0-41-3-0Scale = 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 0.08 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.08 Vert(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: 9 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 3-8-14 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=131/3-8-5, (min. 0-1-8), 3=131/3-8-5, (min. 0-1-8)
Max Horiz 1=-36 (LC 12)
Max Uplift 1=-18 (LC 16), 3=-18 (LC 17)
Max Grav 1=152 (LC 22), 3=152 (LC 23)
14 14FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
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 18 lb uplift at joint 1 and 18 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 17
V01 3 12107082-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
ID:pcL7S?YCCjRs_kyMaepNvaymHBu-BC3ag?fTtdbeJ9fuKNGTS5XUWo1qa0Rts1cxc5yci9Z
DE Job # 86913-W1
Dansco Engineering,
LLC Date: 9/17/2021
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.
10 12
=2x4
=3x4
=2x4
1
3
2
T1 T1
B1
0-4-2
2-1-2
0-8-7
1-9-0
1-0-9
1-0-9
2-1-20-10-110-0-40-7-0Scale = 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 0.02 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)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
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-1-11 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=74/2-1-2, (min. 0-1-8), 3=74/2-1-2, (min. 0-1-8)
Max Horiz 1=18 (LC 15)
Max Uplift 1=-11 (LC 16), 3=-11 (LC 17)
Max Grav 1=84 (LC 2), 3=84 (LC 2)
15 15FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this design.2)Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) exterior zone and C-C
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 11 lb uplift at joint 1 and 11 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 17
V02 3 12107082-12T Valley Job Reference (optional)
Run: 8.4 S 0 Mar 10 2020 Print: 8.510 S Aug 16 2021 MiTek Industries, Inc. Fri Sep 17 15:25:16 Page: 1
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