HomeMy WebLinkAboutMuchnik_Sheets 92 Sunrise Manufactured Truss PackageNAILING SCHEDULE
2X4 LEDGER USED AS TRUSS BEARING
480 PLF MAXIMUM
3-1/2"
NOTE: SEE TRUSS DRAWINGS FOR REACTIONS
160 PLF MAXIMUM
2-ROWS 16D BOX NAILS
STAGGERED AT 16" O.C.
SPACING (MAX)
16" O.C.4" O.C.
3-1/2"
2-ROWS 16D BOX NAILS
STAGGERED AT 4" O.C.
SPACING (MAX)LG1 BBO1 BBO2DB2GE01GE02T02T02 GE03GE04T05T05T07T07T0
9V01V02V03V04
V05
V06
V07
V08
V09
V10
V11
V12
V13
V14
V15
V04
V05
V06
V07
V08
V09
V10
V11
V12
V13
V14
V15 P01T01(7) T03(6)
T04(4)
T06(6)
P02(10)T08(9)6' 9" 22' 7"29' 4"19' 3" 10' 1"29' 4"1' 6" 19' 1" 19' 7" 12' 11" 16' 7" 8' 2"
77' 10"
20' 5 1/4" 49' 2 3/4" 8' 2"
77' 10"
30' 9 1/2" 18' 4 1/2" 28' 8"1' 6"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"2' 0"1' 2"2' 0"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0"
2' 7 1/16"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0"6' 2 1/2"18' 9 1/2"F7GE05
T10
T11
GE05
T10
T11
T12(10)2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 1' 2 1/2"2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0"1317 N. Owen Street
Rensselaer, IN 47978
1-800-866-7658
Designer: mbbraddock
JOBNAME:
CUSTOMERNAME:
Old Town
Design Group
Muchnik - Sheets
Residence
Contract Lumber
Brownsburg, IN
JOB#: 1903387-12T
DATE: 3/12/2019
JOBNOTES:
Please see the notes on
this drawing for more
information.
Beams are by others.
Trusses are 24" on center
except as shown on this
drawing.
Piggy-back trusses require
24" on center purlins.
General Notes:
THIS IS A TRUSS PLACEMENT DIAGRAM ONLY.
These trusses are designed as individual building components
to be incorporated into the building design at the specification
of the Building Designer whose responsibilities include; the
design and bracing of the overall structure, any supporting
structure including the walls, headers, beams and columns and
the permanent bracing of the roof and floor system. The
General Contractor and/or their agents are responsible for; the
verification of all dimensions, assuring that any conventional
framing shall uniformly transfer the loads to the trusses below,
the temporary bracing of the truss system as well as the
permanent web bracing shown on the individual truss drawing
sheets for the truss designs identified on this placement plan.
For general guidance regarding bracing, consult "Bracing of
Wood Trusses" available from the Truss Plate Institute 583
D'Onofrio Drive, Madison, WI 53179.
COMPANY, INC.
STARK
TRUSS
Dansco Engineering, LLC
P.O. Box 3400
Apollo Beach, FL 33572
This truss placement diagram (TPD) has been prepared by component manufacturer technician(s) and reviewed by DANSCO Engineering, LLC for the design criteria shown on this TPD. DE accepts responsibility for
specifying truss-to-truss connections within the truss system only. DE is not responsible for the design of this structure, for specifying permanent truss bracing, for specifying the attachment of the trusses and bracing to
the structure, nor for specifying the diaphragm or sheathing (including attachment to the trusses) - these items are the responsibility of the design professional of record (engineer or architect of record). Review and
approval of the design criteria shown is the responsibility of the design professional of record. The contractor shall be responsible for field verification of all dimensions, for means and methods of construction, for
temporary bracing of the trusses, and for coordination of the work of all trades. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06,
“Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Dansco Engineering, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Date: 3/28/19
DE Job# 65028-W1
04/08/19
Mike Sheeks
DE
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: 1903387-12T
34 truss design(s)
65028-W1
3/28/19
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
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 DOnofrio Drive, Madison, WI 53719
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
GE01
Truss Type
Common Supported Gable
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:15 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-m4ZVwmkJAQVSDSAQrAVdspyc02l4GdXDl0iyhxzWS_g
Scale = 1:69.6
T1 T2
B1
ST1
ST2
ST3
ST4
ST5ST6
ST7
ST8
ST9
ST10 ST11
B2
HW1
HW2
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
27 26 25 2423 22 21 20 19 18 17 16
4x4
3x5
3x6
4x8
4x8
3x5
22-7-0
22-7-0
-0-10-8
0-10-8
11-3-8
11-3-8
22-3-8
11-0-0
22-7-0
0-3-8
23-5-8
0-10-8
0-8-68-2-12
8-5-90-8-68.0012
Plate Offsets (X,Y)-- [2:0-2-4,0-0-2], [14:0-2-4,0-2-2]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.04
0.03
0.14
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.00
-0.00
0.00
(loc)
14
15
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 115 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud *Except*
ST1: 2x4 HF/SPF No.2
SLIDER Left 2x4 SPF Stud 1-4-15, Right 2x4 SPF Stud 1-4-15
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS. All bearings 22-7-0.
(lb) - Max Horz2=127(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16
Max Grav All reactions 250 lb or less at joint(s) 2, 21, 22, 23, 25, 26, 27, 20, 19, 18, 17, 16, 14
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 11-3-8, Corner(3) 11-3-8 to 14-3-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 25, 26, 27,
20, 19, 18, 17, 16.
12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 14.
13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
GE02
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:17 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-iShFKRmZh1lASmKpzbX5xE2omsKIkR8WCKB3mqzWS_e
Scale = 1:67.1
T1 T2
B1
W1
W2
W3W4 W5HW1
HW2
T3 T4
B2
W6
W7
W8
ST1
ST4ST6
ST7
ST9
ST10
ST11
W9
1
2
3
4
5
6
7
8
9
10
11
12
17 16 15 14 13
18
19
32
33
34
35
4x6
3x6
3x4
3x4
3x4
3x6
3x8
3x5
1.5x4
3x5
1.5x4
4x4
3x4
3x4
1.5x4
3x6
3x6
5x6
3x6
1.5x4
6-10-12
6-10-12
14-8-0
7-9-4
22-5-4
7-9-4
29-4-0
6-10-12
-0-10-8
0-10-8
6-10-12
6-10-12
14-8-0
7-9-4
22-5-4
7-9-4
29-0-8
6-7-4
29-4-0
0-3-8
30-2-8
0-10-8
0-8-610-5-12
10-8-9
0-8-68.0012
Plate Offsets (X,Y)-- [5:0-3-0,0-3-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.67
0.49
0.51
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.06
-0.14
0.03
0.02
(loc)
13-14
13-14
11
11-13
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 167 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud *Except*
W1,W2,W4: 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud 4-1-1, Right 2x4 SPF Stud 4-1-1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 9-14
JOINTS 1 Brace at Jt(s): 18, 19
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)2=293/0-3-8 (min. 0-1-8), 16=1033/0-3-8 (min. 0-1-15), 11=840/0-3-8 (min. 0-1-9)
Max Horz2=-166(LC 12)
Max Uplift2=-54(LC 14), 11=-15(LC 14)
Max Grav2=363(LC 28), 16=1160(LC 2), 11=953(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-617/71, 5-34=-472/75, 6-34=-458/98, 6-7=-513/119, 7-8=-601/116, 8-9=-728/89,
9-10=-1098/61, 10-35=-1160/34, 11-35=-1216/28
BOT CHORD 13-14=0/914, 11-13=0/914
WEBS 14-18=-20/307, 6-18=-20/307, 9-14=-458/58, 9-13=0/311, 4-19=0/375, 14-19=0/373,
16-32=-966/24, 4-32=-901/19
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-8-0, Exterior(2) 14-8-0 to 17-10-15
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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
6) All plates are 2x4 MT20 unless otherwise indicated.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11.
11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
GE03
Truss Type
Common Supported Gable
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:18 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-AfFdYnnCSLt14vv?XI2KTSa6bGnYT?gfR_xdIGzWS_d
Scale = 1:34.7
EV1
T1 T2
EV2
B1
ST1
ST2
ST3
ST4
ST5
1
2
3
4
5
6
7
8
9
16 15 14 13 12 11 10
4x4
10-1-0
10-1-0
-0-10-8
0-10-8
5-0-8
5-0-8
9-9-8
4-9-0
10-1-0
0-3-8
10-11-8
0-10-8
1-0-60-1-14
6-0-14
6-3-15
1-0-60-1-14
12.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-R
0.09
0.04
0.11
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
-0.00
-0.00
-0.00
(loc)
9
9
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 51 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/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 Stabilizer
Installation guide.
REACTIONS. All bearings 10-1-0.
(lb) - Max Horz16=125(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11
Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Corner(3) -0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 5-0-8, Corner(3) 5-0-8 to 8-0-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
8) 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
12) Bearing at joint(s) 16, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify
capacity of bearing surface.
13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12,
11.
14) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
GE04
Truss Type
Piggyback Base Structural Gable Gable l l Gable l Gable
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:20 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-61NOzToS_y7lJD3Oej5oZtgM83HXxu9yuIQjN9zWS_b
Scale = 1:68.8
T1
T2
T3
B1
W1
W2 W3
W4
W5
W6
EV1
WCL2
EV2
WCR2
W7
W8 W9 W10 W11 W13
ST1
ST3
ST4
ST6
ST9
ST12
ST14
ST15
ST17
ST18
ST20
ST23
ST26
B2
1
2
3
4 5 6
7
8
9
10
16
15 14 13
12 11
19
20
21 22
23
2418
17
45
46
47 4849 50
51
52
53 54
4x6 4x4
3x6
4x4
3x8
3x4
3x4
3x8
4x4
3x4
3x4 3x8
3x4
1.5x4
1.5x4 1.5x4
3x8
3x6
3x8 3x6 3x6
3x8
1.5x4
0-3-10
0-3-10
9-11-10
9-8-0
19-4-6
9-4-13
19-6-8
0-2-2
29-4-0
9-9-8
-0-10-8
0-10-8
4-9-15
4-9-15
9-11-10
5-1-11
14-8-0
4-8-6
19-4-6
4-8-6
24-6-1
5-1-11
29-0-8
4-6-7
29-4-0
0-3-8
30-2-8
0-10-8
1-0-611-0-0
11-3-1
1-0-611-0-0
12.0012
Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [5:0-1-12,0-1-8], [6:0-2-4,0-1-12], [19:0-3-0,0-2-10], [34:0-1-8,0-1-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.47
0.71
0.18
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.27
-0.50
0.01
0.00
(loc)
11-12
11-12
11
11-12
l/defl
>450
>241
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 252 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud *Except*
W1,W2,W3,W4,W5,W6: 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
JOINTS 1 Brace at Jt(s): 17, 18, 19, 20, 21, 22, 23
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 18-11-4 except (jt=length) 16=0-3-8, 16=0-3-8, 16=0-3-8, 11=0-3-8.
(lb) - Max Horz16=218(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 16, 11
Max Grav All reactions 250 lb or less at joint(s) 15 except 14=752(LC 28),
12=775(LC 29), 12=725(LC 1), 16=395(LC 28), 16=345(LC 1), 16=345(LC 1),
11=470(LC 25)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 8-52=-294/99, 9-52=-427/77, 2-16=-269/143, 9-11=-427/120
WEBS 3-19=-265/160, 14-19=-260/156, 14-20=-274/13, 4-20=-274/13, 12-23=-270/13,
6-23=-255/0, 12-24=-255/138
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 9-11-10, Exterior(2) 9-11-10 to 23-7-5,
Interior(1) 23-7-5 to 30-2-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain
surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
6) Provide adequate drainage to prevent water ponding.
7) All plates are 2x4 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members, with BCDL = 10.0psf.
11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 11.
12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
Continued on page 2
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
GE04
Truss Type
Piggyback Base Structural Gable Gable l l Gable l Gable
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:20 2019 Page 2Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-61NOzToS_y7lJD3Oej5oZtgM83HXxu9yuIQjN9zWS_b
NOTES-
13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
GE05
Truss Type
GABLE
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:22 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-3QU8O9qiWZNTYXDmm87GeIlpIt8kOqwFMcvqR1zWS_Z
Scale = 1:30.7
EV1
T1
T2
T3
EV2
B1
ST2 ST3 ST4 ST5
ST6
ST7 ST8 ST9
ST10
B2
1
2
3 4 5 6 7 8 9 10 11
12
13
25 24 23 22 21 20 19 18 17 16 15 14
26 27
3x6 3x6
3x6
18-4-8
18-4-8
2-8-15
2-8-15
15-7-9
12-10-11
18-1-0
2-5-7
18-4-8
0-3-8
1-2-02-9-13
2-11-15
1-2-02-9-13
8.0012
Plate Offsets (X,Y)-- [3:0-3-0,Edge], [11:0-3-0,Edge], [23:0-1-8,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-R
0.04
0.02
0.03
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
-0.00
(loc)
-
-
14
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 67 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-11.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 18-4-8.
(lb) - Max Horz25=50(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 25, 14, 19, 20, 21, 24, 18, 17, 15
Max Grav All reactions 250 lb or less at joint(s) 25, 14, 19, 20, 21, 22, 24, 18, 17, 16, 15
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Corner(3) 0-1-12 to 5-8-15, Exterior(2) 5-8-15 to 15-7-9, Corner(3) 15-7-9 to 18-2-12
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry
Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain
surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
5) Provide adequate drainage to prevent water ponding.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing.
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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will
fit between the bottom chord and any other members.
12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 14, 19, 20, 21,
24, 18, 17, 15.
13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
P01
Truss Type
GABLE
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:23 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-Xc2WbVrKHtVJAhozJseVAVIw6HUd7HfOaGeOzUzWS_Y
Scale = 1:30.0
T1 T2
B1
ST1
ST2 ST3
1
2
3
45
8 7 6
11
12
13
14
4x4
2x4 2x4
2x4 2x4
2x4
2x4
2x4
9-4-13
9-4-13
4-8-6
4-8-6
9-1-5
4-4-14
9-4-13
0-3-8
0-5-34-6-12
0-1-10
4-8-20-5-30-1-10
12.0012
Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.29
0.05
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.01
0.02
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 34 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 8-3-2.
(lb) - Max Horz2=78(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 2, 4
Max Grav All reactions 250 lb or less at joint(s) 7, 8, 6 except 2=285(LC 2), 4=285(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-8-6, Exterior(2) 4-8-6 to 7-8-6 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
P02
Truss Type
Piggyback
Qty
10
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:24 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-?ocuprry2BdAoqM9tZ9kjjq5thoFskxYpwOxWwzWS_X
Scale = 1:30.0
T1 T2
B1
ST1
1
2
3
45
6
7
8
9
10
4x4
2x4 2x4
1.5x4
9-4-13
9-4-13
4-8-6
4-8-6
9-1-5
4-4-14
9-4-13
0-3-8
0-5-34-6-12
0-1-10
4-8-20-5-30-1-10
12.0012
Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.29
0.15
0.06
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
0.01
0.02
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 29 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)2=192/8-3-2 (min. 0-1-8), 4=192/8-3-2 (min. 0-1-8), 6=235/8-3-2 (min. 0-1-8)
Max Horz2=-78(LC 12)
Max Uplift2=-28(LC 14), 4=-28(LC 14)
Max Grav2=221(LC 2), 4=221(LC 2), 6=259(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-8-6, Exterior(2) 4-8-6 to 7-8-6 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4.
9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building
designer.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T01
Truss Type
Common
Qty
7
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:25 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-T?AH0BsbpUm1P_xLRHhzGwNAh439b2zh2a7U2MzWS_W
Scale = 1:67.1
T1 T2
B1
W1
W2
W3W4 W5 HW1
HW2
T3 T4
B2 1
2
3
4
5
6
7
8
9
10
11
15 14 13 12
16
17 18
19
3x8
4x6
3x8
3x6
3x4
3x4
3x6
3x8
3x5
1.5x4
3x5
1.5x4
3x6
3x4
3x4
6-10-12
6-10-12
14-8-0
7-9-4
22-5-4
7-9-4
29-4-0
6-10-12
-0-10-8
0-10-8
6-10-12
6-10-12
14-8-0
7-9-4
22-5-4
7-9-4
29-0-8
6-7-4
29-4-0
0-3-8
30-2-8
0-10-8
0-8-610-5-12
10-8-9
0-8-68.0012
Plate Offsets (X,Y)-- [2:0-3-7,0-1-2], [10:0-3-7,0-1-2]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.67
0.49
0.52
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.07
-0.14
0.03
0.02
(loc)
12-13
12-13
10
12
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 130 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W5: 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud 4-1-1, Right 2x4 SPF Stud 4-1-1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 8-13
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)2=297/0-3-8 (min. 0-1-8), 15=1027/0-3-8 (min. 0-1-14), 10=841/0-3-8 (min. 0-1-9)
Max Horz2=-166(LC 12)
Max Uplift2=-54(LC 14), 10=-16(LC 14)
Max Grav2=362(LC 28), 15=1153(LC 2), 10=955(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 4-5=-717/109, 5-17=-577/111, 6-17=-559/135, 6-18=-555/133, 7-18=-577/109,
7-8=-714/107, 8-9=-1043/66, 9-19=-1181/37, 10-19=-1234/33
BOT CHORD 12-13=0/939, 10-12=0/939
WEBS 6-13=-24/311, 8-13=-562/90, 8-12=0/309, 4-13=0/453, 4-15=-986/44
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-8-0, Exterior(2) 14-8-0 to 17-8-0
zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T02
Truss Type
Common
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:26 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-xBkfDWtDaouu18WX?_CCo8wLOUOPKVGrHEt2apzWS_V
Scale = 1:65.0
T1 T2
B1
W1
W2
W3W4 W5 HW1
HW2
T3 T4
B2
1
2
3
4
5
6
7
8
9
13 12 11 10
14 153x8
4x6
3x8
3x5
3x4
3x4
3x6
3x8
3x5
1.5x4
3x5
1.5x4
3x5
3x4
3x4
6-10-12
6-10-12
14-8-0
7-9-4
22-5-4
7-9-4
29-4-0
6-10-12
6-10-12
6-10-12
14-8-0
7-9-4
22-5-4
7-9-4
29-0-8
6-7-4
29-4-0
0-3-8
0-8-610-5-12
0-8-68.0012
Plate Offsets (X,Y)-- [1:0-2-15,0-0-6], [9:0-2-15,0-0-6]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.67
0.49
0.52
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.06
-0.14
0.03
0.02
(loc)
10-11
10-11
9
9-10
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 128 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W5: 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud 4-1-1, Right 2x4 SPF Stud 4-1-1
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 7-11
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=256/0-3-8 (min. 0-1-8), 13=1023/0-3-8 (min. 0-1-14), 9=798/0-3-8 (min. 0-1-8)
Max Horz1=-163(LC 12)
Max Uplift1=-36(LC 14)
Max Grav1=313(LC 27), 13=1147(LC 2), 9=904(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 3-4=-722/110, 4-14=-581/118, 5-14=-564/141, 5-15=-560/137, 6-15=-581/113,
6-7=-719/101, 7-8=-1051/72, 8-9=-1241/42
BOT CHORD 10-11=0/947, 9-10=0/947
WEBS 5-11=-31/311, 7-11=-566/92, 7-10=0/311, 3-11=0/450, 3-13=-980/42
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-8-0, Exterior(2) 14-8-0 to 17-8-0 zone;
cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T03
Truss Type
Common
Qty
6
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:27 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-PNI1RsurL60lfI5kYhjRLLSW5uc830G_Vucb7FzWS_U
Scale = 1:61.5
T1 T2
B1
W1
W2
W3
W4
HW1
HW2
T3 T4
B2
1
2
3
4
5
6
7
8
9
12 11 10
13
14 15
16
17 18 19 20 21 22
3x6
4x6
3x6
3x8
3x4
3x4
3x6 3x4
1.5x4
3x4
1.5x4
3x8
3x4
3x4
9-10-8
9-10-8
19-5-8
9-7-0
29-4-0
9-10-8
7-5-12
7-5-12
14-8-0
7-2-4
21-10-4
7-2-4
29-0-8
7-2-4
29-4-0
0-3-8
0-8-610-5-12
0-8-68.0012
Plate Offsets (X,Y)-- [1:0-4-3,Edge], [9:0-4-3,Edge]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.68
0.97
0.28
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.30
-0.52
0.06
0.03
(loc)
10-12
1-12
9
9-10
l/defl
>999
>676
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 124 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W2,W4: 2x4 SPF Stud
SLIDER Left 2x4 SPF Stud 4-5-7, Right 2x4 SPF Stud 4-5-7
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=1038/0-3-8 (min. 0-2-0), 9=1038/0-3-8 (min. 0-2-0)
Max Horz1=163(LC 13)
Max Grav1=1229(LC 23), 9=1229(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-13=-1717/40, 2-13=-1648/40, 2-3=-1547/71, 3-4=-1582/100, 4-14=-1473/122,
5-14=-1464/143, 5-15=-1464/143, 6-15=-1473/122, 6-7=-1582/100, 7-8=-1547/71,
8-16=-1648/40, 9-16=-1717/40
BOT CHORD 1-17=0/1449, 17-18=0/1449, 12-18=0/1449, 12-19=0/969, 11-19=0/969, 11-20=0/969,
10-20=0/969, 10-21=0/1337, 21-22=0/1337, 9-22=0/1337
WEBS 5-10=-24/769, 7-10=-385/158, 5-12=-24/769, 3-12=-385/158
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-8-0, Exterior(2) 14-8-0 to 17-8-0 zone;
cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T04
Truss Type
Common
Qty
4
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:28 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-tasPeCuT6P8cGSgw6PEgtZ?mII9aoWg7kYM8fhzWS_T
Scale = 1:38.2
T1
T2
B1
W1
EV1 WCL2 EV2WCR2
1
2
3
4
7 6 5
8
9
10
5x6
4x4
4x8
5x6
1.5x4
1.5x4
5-0-8
5-0-8
10-1-0
5-0-8
5-0-8
5-0-8
9-9-8
4-9-0
10-1-0
0-3-8
10-11-8
0-10-8
1-0-66-0-14
6-3-15
1-0-60-1-14
12.0012
Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [3:0-2-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.33
0.19
0.08
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.01
-0.03
0.00
0.00
(loc)
6-7
6-7
5
6
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 49 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/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.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)7=344/0-3-8 (min. 0-1-8), 5=401/0-3-8 (min. 0-1-8)
Max Horz7=-119(LC 12)
Max Uplift5=-16(LC 14)
Max Grav7=388(LC 2), 5=456(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-366/35, 8-9=-263/39, 2-10=-263/65, 3-10=-374/39, 1-7=-345/56, 3-5=-412/89
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-0-8, Exterior(2) 5-0-8 to 8-0-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5.
9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T05
Truss Type
Piggyback Base
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:29 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-MmQnsYv5tjGTucF6g6lvQmXuxiKTXw9HzC5iB7zWS_S
Scale: 3/16"=1'
T1
T2
T3
B1
W1
W2
W3 W4
W5
W6
EV1
WCL2
EV2
WCR2
B2
1
2
3
4 5 6
7
8 9
14 13 12 11 10
15
16
17 1819 20
21
22
23 24 25 26 27 28
4x6 4x6
3x6 3x8
4x4
3x4
3x8
4x4
3x4
3x8 3x8
3x4
9-11-10
9-11-10
19-4-6
9-4-13
29-4-0
9-11-10
-0-10-8
0-10-8
5-0-2
5-0-2
9-11-10
4-11-7
14-8-0
4-8-6
19-4-6
4-8-6
24-3-14
4-11-7
29-0-8
4-8-10
29-4-0
0-3-8
30-2-8
0-10-8
1-0-611-0-0
11-3-1
1-0-611-0-0
12.0012
Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [6:0-4-4,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.53
0.85
0.32
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.26
-0.52
0.04
0.02
(loc)
13-14
13-14
10
11-13
l/defl
>999
>670
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 167 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
EV1,WCL2,EV2,WCR2: 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-13, 5-11, 3-14, 7-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)14=1127/0-3-8 (min. 0-2-2), 10=1127/0-3-8 (min. 0-2-2)
Max Horz14=218(LC 13)
Max Uplift14=-2(LC 14), 10=-2(LC 14)
Max Grav14=1279(LC 24), 10=1279(LC 25)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-15=-527/78, 3-15=-375/101, 3-16=-1210/118, 4-16=-1113/157, 4-17=-811/158,
17-18=-810/158, 5-18=-810/158, 5-19=-810/158, 19-20=-811/158, 6-20=-811/158,
6-21=-1113/157, 7-21=-1210/118, 7-22=-375/101, 8-22=-526/78, 2-14=-505/122,
8-10=-505/122
BOT CHORD 14-23=0/992, 23-24=0/992, 13-24=0/992, 13-25=0/909, 12-25=0/909, 12-26=0/909,
11-26=0/909, 11-27=0/871, 27-28=0/871, 10-28=0/871
WEBS 4-13=-25/557, 6-11=-25/557, 3-14=-927/17, 7-10=-926/17
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -0-10-8 to 2-1-8, Interior(1) 2-1-8 to 9-11-10, Exterior(2) 9-11-10 to 23-7-5,
Interior(1) 23-7-5 to 30-2-8 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain
surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 15.4 psf on overhangs
non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10.
9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T06
Truss Type
Piggyback Base
Qty
6
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:31 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-I9XYHExLOKWB7vPVnXnNVBdDKV0w?poaQWapG0zWS_Q
Scale = 1:62.5
T1
T2
T3
B1
W1
W2
W3 W4
W5
W6
EV1
WCL2
EV2
WCR2
B2
1
2
3 4 5
6
7
12 11 10 9 8
13
14
15 161718
19
20
21 22 23 24 25 26 27
3x4
4x6 4x6
3x4
4x6 3x8
4x4
3x4
3x8
4x4
3x8 3x8
9-11-10
9-11-10
19-4-6
9-4-13
29-4-0
9-11-10
5-0-2
5-0-2
9-11-10
4-11-7
14-8-0
4-8-6
19-4-6
4-8-6
24-3-14
4-11-7
29-0-8
4-8-10
29-4-0
0-3-8
1-0-611-0-0
1-0-611-0-0
12.0012
Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [5:0-4-4,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.53
0.85
0.37
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.25
-0.41
0.04
0.10
(loc)
9-11
9-11
8
9-11
l/defl
>999
>846
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 163 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 SPF 1650F 1.5E
WEBS 2x4 HF/SPF No.2 *Except*
EV1,WCL2,EV2,WCR2: 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except
end verticals, and 2-0-0 oc purlins (5-11-14 max.): 3-5.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-11, 4-9, 2-12, 6-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)12=1134/0-3-8 (min. 0-2-0), 8=1131/0-3-8 (min. 0-2-0)
Max Horz12=200(LC 13)
Max Grav12=1275(LC 23), 8=1273(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-13=-447/44, 2-13=-301/67, 2-14=-1297/130, 3-14=-1199/168, 3-15=-872/164,
15-16=-871/164, 4-16=-871/164, 4-17=-868/164, 17-18=-869/164, 5-18=-870/164,
5-19=-1195/168, 6-19=-1294/129, 6-20=-303/67, 7-20=-448/44, 1-12=-386/64,
7-8=-387/64
BOT CHORD 12-21=-30/1042, 21-22=-30/1042, 11-22=-30/1042, 11-23=0/959, 10-23=0/959,
10-24=0/959, 24-25=0/959, 9-25=0/959, 9-26=-19/917, 26-27=-19/917, 8-27=-19/917
WEBS 3-11=-35/619, 5-9=-35/616, 2-12=-1075/59, 6-8=-1069/58
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-11-10, Exterior(2) 9-11-10 to 23-7-5,
Interior(1) 23-7-5 to 29-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 Rain surcharge applied to all exposed
surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 10 lb up at 14-4-8
on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
Continued on page 2
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T06
Truss Type
Piggyback Base
Qty
6
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:31 2019 Page 2Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-I9XYHExLOKWB7vPVnXnNVBdDKV0w?poaQWapG0zWS_Q
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-51, 3-5=-61, 5-7=-51, 8-12=-20
Concentrated Loads (lb)
Vert: 24=-115(F)
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T07
Truss Type
Piggyback Base
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:32 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-mL5wUay_9ee2l3_hLFJc2O9OvvMLkDEjfAKMoSzWS_P
Scale = 1:66.1
T1
T2
T3
B1
B2
B3
B4
B5
W1 W2
W3
W4 W5
W6
W7
W8
W9
EV1
WCL2
EV2
WCR2W10
1
2
34 5 6
7
8
17 16 15 14
13 12
11 10
9
18
19
20 21 22
23
24
25 26
3x8
6x6 6x6
2x4
1.5x4
1.5x4
3x4
5x8
1.5x4
1.5x4
3x6
4x4
3x8
4x12
3x8
4x4
3x8
5-0-2
5-0-2
9-11-10
4-11-7
10-6-0
0-6-6
10-9-8
0-3-8
14-3-8
3-6-0
19-4-6
5-0-14
29-4-0
9-11-10
5-0-2
5-0-2
9-11-10
4-11-7
10-9-8
0-9-14
14-3-8
3-6-0
19-4-6
5-0-14
24-3-14
4-11-7
29-0-8
4-8-10
29-4-0
0-3-8
1-0-611-0-0
1-0-63-0-011-0-0
12.0012
Plate Offsets (X,Y)-- [1:0-3-7,Edge], [3:0-4-4,0-1-12], [6:0-4-4,0-1-12], [12:0-2-8,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
NO
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.54
0.78
0.55
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.26
-0.50
0.01
0.01
(loc)
9-10
9-10
9
10
l/defl
>867
>449
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 203 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W1,W6,EV1,WCL2,EV2,WCR2,W10: 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-6.
BOT CHORD Rigid ceiling directly applied or 5-2-3 oc bracing. Except:
1 Row at midpt 4-13, 5-12
WEBS 1 Row at midpt 6-12
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)17=398/0-3-8 (min. 0-1-8), 14=1152/0-3-8 (min. 0-2-0), 9=715/0-3-8 (min. 0-1-8)
Max Horz17=-200(LC 12)
Max Uplift17=-84(LC 14), 9=-38(LC 14)
Max Grav17=466(LC 24), 14=1209(LC 2), 9=826(LC 24)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-18=-483/161, 2-18=-395/185, 2-19=-358/245, 3-19=-319/283, 3-4=-259/233,
4-20=-457/220, 5-20=-457/220, 5-21=-457/220, 21-22=-457/220, 6-22=-458/220,
6-23=-601/220, 7-23=-701/181, 7-24=-303/74, 8-24=-455/51, 1-17=-422/152,
8-9=-389/69
BOT CHORD 15-16=-49/298, 13-14=-1190/0, 4-13=-758/0, 5-12=-301/74, 10-25=-40/508,
25-26=-40/508, 9-26=-40/508
WEBS 2-15=-331/112, 4-12=0/767, 10-12=0/446, 7-9=-505/106, 13-15=-5/316
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-11-10, Exterior(2) 9-11-10 to 23-7-5,
Interior(1) 23-7-5 to 29-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0 Rain surcharge applied to all exposed
surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 9.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 10 lb up at
14-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
Continued on page 2
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T07
Truss Type
Piggyback Base
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:32 2019 Page 2Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-mL5wUay_9ee2l3_hLFJc2O9OvvMLkDEjfAKMoSzWS_P
NOTES-
11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-51, 3-6=-61, 6-8=-51, 14-17=-20, 12-13=-20, 9-11=-20
Concentrated Loads (lb)
Vert: 12=-115(F)
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T08
Truss Type
MONOPITCH
Qty
9
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:33 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-EXfIhwycwymvNDYuvyqraciY4JoNTmzsuq3vKvzWS_O
Scale = 1:22.8
T1 EV2
B1WCR3
WCR2
1
2
3
5
4
6
7
8
4x4
4x8
1.5x4
6-4-0
6-4-0
-1-2-8
1-2-8
6-0-8
6-0-8
6-4-0
0-3-8
0-8-63-10-6
4-1-33-6-14
0-3-83-10-6
6.0012
Plate Offsets (X,Y)-- [2:0-0-0,0-1-15], [2:0-4-13,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.58
0.40
0.14
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.09
-0.17
0.00
0.00
(loc)
4-5
4-5
5
l/defl
>842
>421
n/a
****
L/d
360
240
n/a
240
PLATES
MT20
Weight: 29 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/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.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)5=290/0-3-0 (min. 0-1-8), 4=206/0-1-8 (min. 0-1-8)
Max Horz5=91(LC 16)
Max Uplift5=-6(LC 16), 4=-15(LC 16)
Max Grav5=332(LC 2), 4=233(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-272/177
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 6-2-4 zone; cantilever left exposed ; end
vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
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 1.00 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Bearing at joint(s) 5, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4.
10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T09
Truss Type
Monopitch
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:34 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-ikDgvGzEhFum_N74TgL47pFknjATCDA06UpTsLzWS_N
Scale = 1:23.5
T1 EV2
B1
WCL1
EV1
1
2
3
5
4
6
7
4x4
3x4
1.5x4
2x4
0-3-6
0-2-10
5-5-3
5-1-13
-2-8-7
2-8-7
5-1-11
5-1-11
5-5-3
0-3-8
1-4-63-9-93-11-8
3-6-10-3-83-9-95.3712
Plate Offsets (X,Y)-- [4:Edge,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.52
0.29
0.14
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.05
-0.09
0.00
0.00
(loc)
4-5
4-5
4
5
l/defl
>999
>683
n/a
****
L/d
360
240
n/a
240
PLATES
MT20
Weight: 28 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)5=367/0-5-3 (min. 0-1-8), 4=142/0-1-8 (min. 0-1-8)
Max Horz5=106(LC 13)
Max Uplift5=-68(LC 16), 4=-12(LC 13)
Max Grav5=424(LC 2), 4=161(LC 21)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-5=-372/233
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) -2-8-7 to 0-1-12, Interior(1) 0-1-12 to 5-3-7 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
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 1.00 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) 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.
8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4.
10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T10
Truss Type
Hip
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:35 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-Awn36b_sSZ0ccXiG0NsJg1ntt6VBxf09L8Y0PnzWS_M
Scale = 1:32.9
T1
T2
T3
B1
W1
W2
W3
EV1
WCL2
EV2
WCR2
B2
1
2 3
4
9
8 7 6
5
10
11
12 13
14
15
4x4
6x6 5x6
4x4
1.5x4
3x64x4 4x8 1.5x4
5-8-14
5-8-14
12-7-10
6-10-11
18-4-8
5-8-14
5-8-14
5-8-14
12-7-10
6-10-11
18-1-0
5-5-6
18-4-8
0-3-8
1-2-04-9-13
4-11-15
1-2-04-9-13
8.0012
Plate Offsets (X,Y)-- [1:Edge,0-1-12], [4:Edge,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.69
0.38
0.23
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.06
-0.12
0.01
0.01
(loc)
6-8
6-8
5
6-8
l/defl
>999
>999
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 79 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud *Except*
W2: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-9-3 oc purlins, except
end verticals, and 2-0-0 oc purlins (5-1-3 max.): 2-3.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-6
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)9=675/0-3-8 (min. 0-1-8), 5=675/0-3-8 (min. 0-1-8)
Max Horz9=-81(LC 12)
Max Grav9=723(LC 2), 5=723(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-10=-866/38, 10-11=-779/47, 2-11=-768/66, 2-12=-651/93, 12-13=-651/93,
3-13=-651/93, 3-14=-768/66, 14-15=-779/46, 4-15=-866/38, 1-9=-677/63,
4-5=-677/63
BOT CHORD 7-8=-12/651, 6-7=-12/651
WEBS 1-8=0/538, 4-6=0/538
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-8-14, Exterior(2) 5-8-14 to 16-10-8,
Interior(1) 16-10-8 to 18-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain
surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T11
Truss Type
Hip
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:36 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-e6LRKx?UDt8TEgHSa4NYCEK7iWocg3RJanIaxEzWS_L
Scale = 1:40.5
T1
T2
T3
B1
W1
W2
W3
W4
W5
EV1
WCL2
EV2
WCR2
B2
1
2
3 4
5
6
11
10 9 8
7
12
13 14
15
2x4
5x6 6x6
2x4
3x6 3x8
4x4
3x4
4x4
3x6 3x6
8-8-14
8-8-14
9-7-10
0-10-11
18-4-8
8-8-14
4-1-11
4-1-11
8-8-14
4-7-3
9-7-10
0-10-11
14-2-13
4-7-3
18-1-0
3-10-3
18-4-8
0-3-8
1-2-06-9-13
6-11-15
1-2-06-9-13
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
20.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.36
0.56
0.41
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.13
-0.27
0.02
0.01
(loc)
7-8
7-8
7
8
l/defl
>999
>799
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 95 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)11=645/0-3-8 (min. 0-1-8), 7=645/0-3-8 (min. 0-1-8)
Max Horz11=112(LC 13)
Max Grav11=723(LC 2), 7=723(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-13=-710/51, 3-13=-697/82, 3-4=-523/91, 4-14=-697/80, 5-14=-709/50
BOT CHORD 10-11=-42/631, 9-10=-42/631, 8-9=0/525, 7-8=-33/631
WEBS 2-11=-700/67, 5-7=-699/66
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-8-14, Exterior(2) 8-8-14 to 9-7-10,
Interior(1) 13-10-8 to 18-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=20.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0; Min. flat roof snow load governs. Rain
surcharge applied to all exposed surfaces with slopes less than 0.500/12 in accordance with IBC 1608.3.4.
4) Provide adequate drainage to prevent water ponding.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
T12
Truss Type
Common
Qty
10
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:36 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-e6LRKx?UDt8TEgHSa4NYCEK7fWmSg2CJanIaxEzWS_L
Scale = 1:43.8
T1 T2
B1
W1
W2W3
EV1
WCL2
EV2
WCR2
B2
1
2
3
4
5
9
8 7 6
10
11 12
13
2x4
4x4
2x4
3x6 3x8
4x44x4
3x8
3x8
9-2-4
9-2-4
18-4-8
9-2-4
4-8-14
4-8-14
9-2-4
4-5-6
13-7-10
4-5-6
18-1-0
4-5-6
18-4-8
0-3-8
1-2-07-3-81-2-08.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.37
0.70
0.49
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
Wind(LL)
in
-0.14
-0.29
0.02
0.01
(loc)
7-9
7-9
6
7
l/defl
>999
>752
n/a
>999
L/d
360
240
n/a
240
PLATES
MT20
Weight: 83 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/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.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)9=640/0-3-8 (min. 0-1-8), 6=640/0-3-8 (min. 0-1-8)
Max Horz9=-118(LC 12)
Max Grav9=723(LC 2), 6=723(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 2-11=-685/48, 3-11=-602/75, 3-12=-602/75, 4-12=-685/48
BOT CHORD 8-9=-23/628, 7-8=-23/628, 6-7=-20/628
WEBS 3-7=-8/453, 2-9=-660/39, 4-6=-660/39
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-2-4, Exterior(2) 9-2-4 to 12-2-4 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V01
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:37 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-7JupXH?6_AGKrqsf8ounlStJzwEUPcHSpR17TgzWS_K
Scale = 1:28.5
T1 T2
B1
ST1
1
2
3
4
5
6
7
8
2x4
4x4
2x41.5x4
0-0-4
0-0-4
8-7-5
8-7-1
4-3-10
4-3-10
8-3-13
4-0-2
8-7-5
0-3-8
0-0-44-3-10
0-0-412.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.27
0.14
0.05
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=166/8-6-13 (min. 0-1-8), 3=166/8-6-13 (min. 0-1-8), 4=227/8-6-13 (min. 0-1-8)
Max Horz1=-69(LC 12)
Max Uplift1=-18(LC 14), 3=-18(LC 14)
Max Grav1=191(LC 2), 3=191(LC 2), 4=250(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 4-3-10, Exterior(2) 4-3-10 to 7-3-10 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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V02
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:38 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-bVSBld0klUOBT_RriVP0HfPXAKcv83_c15ng?6zWS_J
Scale = 1:20.6
T1 T2
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-4
0-0-4
5-11-5
5-11-1
2-11-10
2-11-10
5-7-13
2-8-2
5-11-5
0-3-8
0-0-42-11-10
0-0-412.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.11
0.06
0.03
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 18 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=110/5-10-13 (min. 0-1-8), 3=110/5-10-13 (min. 0-1-8), 4=150/5-10-13 (min. 0-1-8)
Max Horz1=-46(LC 12)
Max Uplift1=-12(LC 14), 3=-12(LC 14)
Max Grav1=127(LC 2), 3=127(LC 2), 4=166(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V03
Truss Type
Valley
Qty
1
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:39 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-3h0Zyz1NWoW25801FDxFqtyjGkxrtWTlGlWEYYzWS_I
Scale = 1:11.0
T1 T2
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-4
0-0-4
3-3-5
3-3-1
1-7-10
1-7-10
2-11-13
1-4-2
3-3-5
0-3-8
0-0-41-7-10
0-0-412.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.02
0.02
0.01
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 9 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=54/3-2-13 (min. 0-1-8), 3=54/3-2-13 (min. 0-1-8), 4=74/3-2-13 (min. 0-1-8)
Max Horz1=23(LC 13)
Max Uplift1=-6(LC 14), 3=-6(LC 14)
Max Grav1=62(LC 2), 3=62(LC 2), 4=81(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(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 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V04
Truss Type
GABLE
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:40 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-Xtay9J2?H5evjIbEpwSUN4Vp27Fkcx6uVPGn4?zWS_H
Scale = 1:52.2
T1 EV2
B1
ST1
ST2
ST3
ST4
ST5
1
2
3
4
5
6
7
13 12 11 10 9 8
14
3x4
3x4
3x4
13-5-4
13-5-4
13-8-12
0-3-8
0-0-49-1-14
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.34
0.17
0.18
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
-0.00
(loc)
-
-
8
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 71 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud *Except*
ST1: 2x4 HF/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.
WEBS 1 Row at midpt 7-8
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 13-8-12.
(lb) - Max Horz1=239(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 8, 9, 10, 11, 12, 13
Max Grav All reactions 250 lb or less at joint(s) 1, 8, 9, 10, 11, 12 except 13=265(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-337/345, 2-3=-275/270
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-8-12, Interior(1) 3-8-12 to 13-7-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9, 10, 11, 12, 13.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V05
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:40 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-Xtay9J2?H5evjIbEpwSUN4Vpb7F2cyEuVPGn4?zWS_H
Scale = 1:41.0
T1 EV2
B1
ST1
ST2
1
2
3
4
7 6 5
8
9
3x4
2x4
2x41.5x4
1.5x4
1.5x4
1.5x4
10-5-4
10-5-4
10-8-12
0-3-8
0-0-47-1-14
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.37
0.15
0.11
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
-0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 40 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 10-8-6.
(lb) - Max Horz1=184(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 7
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=418(LC 23), 7=274(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-282/278
WEBS 3-6=-266/143
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 10-7-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 7.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V06
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:41 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-?48KNf3d2PnmKSAQNezjvI1?0XcqLQ72j3?LcRzWS_G
Scale = 1:30.8
T1
EV2
B1
ST1
1
2
3
5 4
6
2x4
1.5x4
1.5x41.5x4
1.5x4
7-5-4
7-5-4
7-8-12
0-3-8
0-0-45-1-14
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.26
0.11
0.06
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 27 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=80/7-8-6 (min. 0-1-8), 4=107/7-8-6 (min. 0-1-8), 5=316/7-8-6 (min. 0-1-8)
Max Horz1=129(LC 11)
Max Uplift4=-16(LC 11), 5=-38(LC 14)
Max Grav1=111(LC 24), 4=126(LC 23), 5=357(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-268/141
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-8-12, Interior(1) 3-8-12 to 7-7-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V07
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:42 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-TGiia?3FpjvdybkcxLUySVaAUxx24tMByjlu8tzWS_F
Scale = 1:18.6
T1
EV2
B1
1
2
3
4
2x4
1.5x4
1.5x4
4-5-4
4-5-4
4-8-12
0-3-8
0-0-43-1-14
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.28
0.18
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 14 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=145/4-8-6 (min. 0-1-8), 3=145/4-8-6 (min. 0-1-8)
Max Horz1=75(LC 11)
Max Uplift3=-8(LC 11)
Max Grav1=164(LC 2), 3=165(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-7-0 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V08
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:43 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-xSG4oK4tZ01UalJpU3?B_j7PNLJspJcLBNURhKzWS_E
Scale = 1:8.6
T1
EV2
B1
1
2
3
2x4
1.5x4
1.5x4
1-5-4
1-5-4
1-8-12
0-3-8
0-0-41-1-14
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.02
0.01
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 4 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 1-8-12 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=39/1-8-6 (min. 0-1-8), 3=39/1-8-6 (min. 0-1-8)
Max Horz1=20(LC 11)
Max Uplift3=-2(LC 11)
Max Grav1=44(LC 2), 3=44(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(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
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3.
7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V09
Truss Type
GABLE
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:44 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-PfqS?g5VKK9LBvu?2mWQXwfValdSYjkUQ1E?DmzWS_D
Scale = 1:54.3
T1
EV2
B1
ST1
ST2
ST3
ST4
ST5
ST6
T2
1
2
3
4
5
6
7 8
9
16 15 14 13 12 11 10
17
18
3x6
3x4
3x4
3x4
14-3-8
14-3-8
14-0-0
14-0-0
14-3-8
0-3-8
0-3-11
9-6-69-6-68.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.37
0.18
0.20
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
-0.00
(loc)
-
-
10
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 76 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud *Except*
ST1: 2x4 HF/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.
WEBS 1 Row at midpt 9-10
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 14-3-8.
(lb) - Max Horz1=249(LC 11)
Max Uplift All uplift 100 lb or less at joint(s) 10, 1, 11, 12, 13, 14, 15, 16
Max Grav All reactions 250 lb or less at joint(s) 10, 1, 11, 12, 13, 14, 15, 16
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-358/363, 2-17=-320/302, 3-17=-312/322, 3-4=-281/284
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 14-1-12 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) All plates are 1.5x4 MT20 unless otherwise indicated.
4) Gable requires continuous bottom chord bearing.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity
of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1, 11, 12, 13, 14,
15, 16.
9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V10
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:45 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-urNrD0675eHCp3TBcT1f48Chc8yAHBpeehzYlCzWS_C
Scale = 1:46.8
T1
EV2
B1
ST1
ST2
1
2
3
4
7 6 5
8
9
3x4
2x4
2x41.5x4
1.5x4
1.5x4
1.5x4
12-0-0
12-0-0
12-3-8
0-3-8
0-0-48-2-68.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.29
0.15
0.15
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
-0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 48 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-5
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 12-3-2.
(lb) - Max Horz1=213(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 7
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=401(LC 23), 7=346(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-8=-301/283, 2-8=-278/307
WEBS 3-6=-255/131, 2-7=-253/117
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 12-1-12 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
6) Bearing at joint(s) 5 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 capable of withstanding 100 lb uplift at joint(s) 5, 6, 7.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V11
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:45 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-urNrD0675eHCp3TBcT1f48Cgq8yEHCdeehzYlCzWS_C
Scale = 1:39.4
T1
EV2
B1
ST1
ST2
1
2
3
4
7 6 5
8
9
2x4
2x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
10-0-0
10-0-0
10-3-8
0-3-8
0-0-46-10-6
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-S
0.34
0.14
0.10
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
5
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 38 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. All bearings 10-3-2.
(lb) - Max Horz1=176(LC 13)
Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 7
Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=420(LC 23), 7=262(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-276/272
WEBS 3-6=-266/144
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 10-1-12 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members, with BCDL = 10.0psf.
6) Bearing at joint(s) 5 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 capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 7.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V12
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:46 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-M1xDQM6msxP3RD2NABZucLls?YJl0fFntLj5IezWS_B
Scale = 1:33.4
T1
EV2
B1
ST1
1
2
3
5 4
6
7
2x4
1.5x4
1.5x41.5x4
1.5x4
8-0-0
8-0-0
8-3-8
0-3-8
0-0-40-3-11
5-6-65-6-68.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.31
0.13
0.07
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 29 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=101/8-3-2 (min. 0-1-8), 4=103/8-3-2 (min. 0-1-8), 5=339/8-3-2 (min. 0-1-8)
Max Horz1=140(LC 11)
Max Uplift4=-18(LC 11), 5=-41(LC 14)
Max Grav1=133(LC 24), 4=122(LC 23), 5=383(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS 2-5=-287/148
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 8-1-12 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
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 capable of withstanding 100 lb uplift at joint(s) 4, 5.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V13
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:47 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-qEVbdi7OdFXw2Ndaju479ZH21yfNl7ow6?Sfq5zWS_A
Scale = 1:25.4
T1
EV2
B1
ST1
1
2
3
5 4
6
7
2x4
1.5x4
1.5x4
1.5x4
1.5x4
6-0-0
6-0-0
6-3-8
0-3-8
0-0-40-3-11
4-2-64-2-68.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.17
0.10
0.05
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 21 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
OTHERS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=10/6-3-2 (min. 0-1-8), 4=111/6-3-2 (min. 0-1-8), 5=280/6-3-2 (min. 0-1-8)
Max Horz1=103(LC 11)
Max Uplift1=-20(LC 12), 4=-13(LC 11), 5=-34(LC 14)
Max Grav1=54(LC 11), 4=129(LC 23), 5=317(LC 2)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 6-1-12 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
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 capable of withstanding 100 lb uplift at joint(s) 1, 4, 5.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V14
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:47 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-qEVbdi7OdFXw2Ndaju479ZH1Ayepl7cw6?Sfq5zWS_A
Scale = 1:17.2
T1
EV2
B1
1
2
3
4
2x4
1.5x4
1.5x4
4-0-0
4-0-0
4-3-8
0-3-8
0-0-42-10-6
8.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.22
0.14
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 13 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=130/4-3-2 (min. 0-1-8), 3=130/4-3-2 (min. 0-1-8)
Max Horz1=67(LC 11)
Max Uplift3=-7(LC 11)
Max Grav1=147(LC 2), 3=148(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(2) 0-5-12 to 3-5-12, Interior(1) 3-5-12 to 4-1-12 zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Bearing at joint(s) 3 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 capable of withstanding 100 lb uplift at joint(s) 3.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks
DE Job # 65028-W1
Dansco Engineering, LLC
Date: 3/28/19
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.
Job
1903387-12T
Truss
V15
Truss Type
Valley
Qty
2
Ply
1
Job Reference (optional)
Run: 8.200 s Apr 7 2018 Print: 8.200 s Apr 7 2018 MiTek Industries, Inc. Thu Mar 28 10:23:48 2019 Page 1Stark Truss Company Inc., Rensselaer, IN 47978, mbbraddock
ID:lae84f1cheQvXMAomonDjPzzSaF-IQ3zr280OZfmgWCmHcbMhmqFlM0pUar4KfCCMXzWS_9
Scale = 1:10.5
T1
EV2
B1
1
2
3
2x4
1.5x4
1.5x4
2-0-0
2-0-0
2-3-8
0-3-8
0-0-41-6-68.0012
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLL
BCDL
20.0
15.4/20.0
10.0
0.0 *
10.0
SPACING-
Plate Grip DOL
Lumber DOL
Rep Stress Incr
Code
2-0-0
1.15
1.15
YES
IRC2015/TPI2014
CSI.
TC
BC
WB
Matrix-P
0.04
0.02
0.00
DEFL.
Vert(LL)
Vert(CT)
Horz(CT)
in
n/a
n/a
0.00
(loc)
-
-
3
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 6 lb FT = 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 SPF Stud
BRACING-
TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required cross bracing
be installed during truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS. (lb/size)1=59/2-3-2 (min. 0-1-8), 3=59/2-3-2 (min. 0-1-8)
Max Horz1=30(LC 11)
Max Uplift3=-3(LC 11)
Max Grav1=67(LC 2), 3=67(LC 23)
FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-
1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II;
Exp B; enclosed; MWFRS (directional) and C-C Exterior(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
2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pg=20.0 psf (ground snow); Pf=15.4 psf (flat roof
snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
3) Gable requires continuous bottom chord bearing.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit
between the bottom chord and any other members.
6) Bearing at joint(s) 3 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 capable of withstanding 100 lb uplift at joint(s) 3.
8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TPI 1.
LOAD CASE(S) Standard
04/08/19
Mike Sheeks