HomeMy WebLinkAboutWWC 4 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my
direct supervision based on the parameters provided by the truss designers.
Job: 1802242-12T
101 truss design(s)
59223-W1
6/13/18
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 1-2007 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D’Onofrio Drive, Madison, WI 53719
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J01
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:162018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-yEMYWmoQvGQnih14kUZUw3eHrJrhvVu6Q2HSxSz6wH9
Scale=1:14.4
T1
B1
1
7
8
2
9 3
2x4
4-7-10
4-7-10
4-7-10
4-7-10
0 -4 -12
2 -3 -14
1 -11
-7 2 -3 -14
4.9912
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.19
0.15
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.04
-0.00
(loc)
3-6
3-6
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-7-10 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=62/Mechanical, 2=83/Mechanical, 3=41/MechanicalMax Horz1=83(LC 16)
Max Uplift1=-69(LC 16), 2=-51(LC 12)
MaxGrav1=82(LC 7), 2=97(LC 2), 3=74(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 2.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 64 lb down and 11 lb up at
2-4-2 on top chord, and 11 lb down and 10 lb up at 2-4-2 on bottomchord.The design/selection of suchconnection device(s)is the
responsibility of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Concentrated Loads(lb)Vert: 9=2(F)
Trapezoidal Loads(plf)
Vert: 1=0(F=25,B=25)-to-2=-59(F=-4,B=-4), 4=0(F=10,B=10)-to-3=-23(F=-2,B=-2)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J02
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:162018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-yEMYWmoQvGQnih14kUZUw3eIsJtOvVu6Q2HSxSz6wH9
Scale=1:11.2
T1
B1
1
2
3
4
2x4
1-1-12
1-1-12
-1-2-12
1-2-12
1-1-12
1-1-12
0 -5 -12
1 -4 -1
0 -10
-9
1 -4 -1
9.0012
PlateOffsets(X,Y)-- [2:0-4-0,0-0-9]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.12
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.00
(loc)
7
7
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 5 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-1-12 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)3=10/Mechanical, 2=136/0-6-0(min. 0-1-8), 4=-3/Mechanical
Max Horz2=67(LC 16)
Max Uplift3=-14(LC 16), 2=-44(LC 16), 4=-19(LC 22)MaxGrav3=15(LC 30), 2=177(LC 22), 4=15(LC 20)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J03
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:172018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RRwwj6o3gZYeJrcGIB4jSGAQEjB9ey8Gfi1?Tvz6wH8
Scale=1:23.3
W1
T1
B1
1
2
5
6
7
3
8
4
3x4
2x4
4-5-3
4-4-10
-1-5-9
1-5-9
4-5-3
4-5-3
2 -2 -8
4 -0 -10
0 -4 -7
3 -8 -3
4 -0 -10
4.9912
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.28
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.03
-0.10
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-5-3 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=155/0-9-11(min. 0-1-8), 3=67/Mechanical, 4=29/Mechanical
Max Horz5=86(LC 11)
Max Uplift5=-95(LC 16), 3=-78(LC 16), 4=-18(LC 11)MaxGrav5=186(LC 18), 3=79(LC 2), 4=69(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 92 lb down and 39 lb up at
2-1-14 on top chord, and 54 lb down and 57 lb up at 2-1-14 on bottomchord.The design/selection of suchconnection device(s)istheresponsibility 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).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 8=0(F)Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-56(F=-3,B=-3), 5=0(F=10,B=10)-to-4=-22(F=-1,B=-1)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J04
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:182018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-vdUJwSphRtgVx_BSrvcy?Ujbp7XDNPNPuMmZ?Lz6wH7
Scale=1:18.7
W1
T1
B1
1
2
5
3
4
3x4
3x4
1-1-14
1-1-14
-0-9-12
0-9-12
1-1-14
1-1-14
2 -2 -8
3 -0 -14
2 -7 -6 3 -0 -14
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.29
0.15
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-1-14 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=107/0-6-0(min. 0-1-8), 3=5/Mechanical, 4=7/Mechanical
Max Horz5=-74(LC 14)
Max Uplift5=-25(LC 14), 3=-52(LC 16), 4=-52(LC 13)MaxGrav5=136(LC 22), 3=45(LC 14), 4=62(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J05
TrussType
Jack-Open
Qty
7
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:192018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-Np2h8oqJCBoMZ8mfPc7BXhGkQXs_6sdY70W6Xnz6wH6
Scale:1/2"=1'
W1
T1
B1
1
2
5
6
3
4
4x4
3x5
2-6-12
2-6-12
-0-9-12
0-9-12
2-6-12
2-6-12
2 -2 -8
4 -1 -9
3 -8 -1 4 -1 -9
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.42
0.24
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.06
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-6-12 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=142/0-6-0(min. 0-1-8), 3=50/Mechanical, 4=24/Mechanical
Max Horz5=96(LC 13)
Max Uplift3=-85(LC 16), 4=-24(LC 16)MaxGrav5=163(LC 2), 3=83(LC 30), 4=53(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-9-12 to 2-2-4,Interior(1) 2-2-4 to 2-6-0zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J06
TrussType
Jack-Open
Qty
17
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:202018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-r0c3L8rxzUwDAILrzKeQ4vozAxDUrJtiLgFf4Ez6wH5
Scale=1:17.9
W1
T1
B1
1
2
5
3
4
2x4
2x4
2-3-12
2-3-12
-0-9-12
0-9-12
2-3-12
2-3-12
1 -2 -8
2 -11
-5
2 -5 -13 2 -11
-5
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.17
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-3-12 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=134/0-6-0(min. 0-1-8), 3=43/Mechanical, 4=20/Mechanical
Max Horz5=76(LC 16)
Max Uplift3=-61(LC 16), 4=-10(LC 16)MaxGrav5=155(LC 2), 3=64(LC 30), 4=40(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J07
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:202018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-r0c3L8rxzUwDAILrzKeQ4vo_BxELrJtiLgFf4Ez6wH5
Scale=1:12.5
W1
T1
B1
1
2
5
3
4
1.5x4
1.5x4
0-10-14
0-10-14
-0-9-12
0-9-12
0-10-14
0-10-14
1 -2 -8
1 -10
-10
1 -5 -2 1 -10
-10
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.10
0.04
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 5 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 0-10-14 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=106/0-6-0(min. 0-1-8), 3=-6/Mechanical, 4=2/Mechanical
Max Horz5=47(LC 13)
Max Uplift3=-33(LC 22), 4=-21(LC 13)MaxGrav5=143(LC 22), 3=15(LC 14), 4=26(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J08
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:212018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-JC9RZUsZko24oSv1X19fd6L7sKZgam7raK?Dcgz6wH4
Scale=1:17.3
W1
T1
B1
1
2
5
6
7
3
8 4
2x4
2x4
3-11-12
3-11-12
-1-5-9
1-5-9
3-11-12
3-11-12
1 -2 -8
2 -10
-6
2 -5 -15
2 -10
-6
4.9912
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.23
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.01
-0.03
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 12 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-11-12 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=130/0-9-11(min. 0-1-8), 3=42/Mechanical, 4=19/Mechanical
Max Horz5=74(LC 11)
Max Uplift5=-105(LC 16), 3=-75(LC 16), 4=-3(LC 16)MaxGrav5=170(LC 18), 3=51(LC 2), 4=55(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb)
5=105.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 57 lb down and 80 lb up at 1-8-7 on top chord, and 21 lb down and 24 lb up at 1-8-7 on bottomchord.The design/selection of suchconnection 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).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)Vert: 6=26(B) 8=1(B)
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-51(F=0,B=0), 5=0(F=10,B=10)-to-4=-20(F=0,B=0)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J09
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:222018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-nOjpmqsBV6AxQcUE4kgu9KuK4kwzJDN?p_km86z6wH3
Scale=1:12.5
W1
T1
B1
1
4
2
3
1.5x4
1.5x4
2-6-10
2-6-10
2-6-10
2-6-10
1 -1 -1
1 -10
-14
1 -6 -12 1 -10
-14
3.8412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.08
0.03
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
3-4
3-4
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 7 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-6-10 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=20/0-8-8(min. 0-1-8), 2=27/Mechanical, 3=12/Mechanical
Max Horz4=37(LC 11)
Max Uplift4=-38(LC 10), 2=-50(LC 16)MaxGrav4=34(LC 7), 2=32(LC 2), 3=33(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Trapezoidal Loads(plf)
Vert: 1=0(F=25,B=25)-to-2=-36(F=7,B=7), 4=0(F=10,B=10)-to-3=-14(F=3,B=3)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J10
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:232018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-FbHC_AtpGPIo1m3QeSB7iXQVh8G?2gd81eUKgYz6wH2
Scale=1:12.3
W1
T1
B1
1
4
2
3
3x8
2-1-0
2-1-0
2-1-0
2-1-0
0 -10
-0
1 -10
-8
1 -5 -14 1 -10
-8
6.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.09
0.05
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
4
3-4
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-1-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=66/0-6-0(min. 0-1-8), 2=45/Mechanical, 3=21/Mechanical
Max Horz4=36(LC 13)
Max Uplift2=-38(LC 16)MaxGrav4=75(LC 2), 2=53(LC 2), 3=36(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J11
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:242018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-jnraBWuS1jQffvecC9iMElzczYYnn7tHGIDtD?z6wH1
Scale=1:19.6
W1
T1
B1
1
4
5
6
2
7
3
3x8
5-7-15
5-7-15
2-9-15
2-9-15
5-7-15
2-9-15
0 -9 -12
3 -2 -0
0 -4 -7
2 -9 -9 3 -2 -0
4.9912
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.37
0.27
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.05
-0.10
0.03
(loc)
3-4
3-4
2
l/defl
>999
>669
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-7-15 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=92/0-6-11(min. 0-1-8), 2=124/Mechanical, 3=59/Mechanical
Max Horz4=74(LC 16)
Max Uplift4=-64(LC 16), 2=-85(LC 12)MaxGrav4=107(LC 7), 2=146(LC 2), 3=101(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 18 lb down and 28 lb up at
2-7-7 on top chord, and 3 lb down at 2-7-7 on bottomchord.The design/selection of suchconnection device(s)is the responsibility
of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Concentrated Loads(lb)
Vert: 7=-2(F)
Trapezoidal Loads(plf)Vert: 1=0(F=25,B=25)-to-2=-72(F=-11,B=-11), 4=0(F=10,B=10)-to-3=-28(F=-4,B=-4)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J12
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:252018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CzPyOrv4o1YWH3DpltEbnyVfcyqjWa6RVyzQlRz6wH0
Scale=1:25.7
W1
T1
B1
1
2
5
6
7
3
8 9
4
4x4
3x4
3-8-3
3-8-3
7-4-5
3-8-3
-1-7-6
1-7-6
3-8-3
3-8-3
7-4-5
3-8-3
1 -3 -4
4 -4 -0
3 -11
-9
4 -4 -0
4.9912
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.83
0.54
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.18
-0.33
0.13
(loc)
4-5
4-5
3
l/defl
>479
>260
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 21 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=260/0-9-11(min. 0-1-8), 3=208/Mechanical, 4=95/Mechanical
Max Horz5=124(LC 12)
Max Uplift5=-109(LC 16), 3=-183(LC 12)MaxGrav5=299(LC 2), 3=244(LC 2), 4=152(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-5=-264/152
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
5=109, 3=183.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 75 lb down and 31 lb up at
2-8-3, and 93 lb down and 73 lb up at 5-1-0 on top chord, and 16 lb down and 22 lb up at 2-8-3, and 23 lb down and 24 lb up at
5-1-0 on bottomchord.The design/selection of suchconnection 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).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51Concentrated Loads(lb)
Vert: 8=0(B) 9=-2(B)
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J12
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:252018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CzPyOrv4o1YWH3DpltEbnyVfcyqjWa6RVyzQlRz6wH0
LOADCASE(S)Standard
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-93(F=-21,B=-21), 5=0(F=10,B=10)-to-4=-37(F=-8,B=-8)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J13
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:262018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-gAzKcBviYKgNuDo?JalqJA2_BLGMF1Makci_Htz6wH?
Scale=1:14.9
W1
T1
B1
1
2
5
3
4
2x4
2x4
1-5-6
1-5-6
-0-10-12
0-10-12
1-5-6
1-5-6
1 -3 -4
2 -4 -4
1 -10
-12 2 -4 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.13
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-5-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=120/0-6-0(min. 0-1-8), 3=15/Mechanical, 4=9/Mechanical
Max Horz5=59(LC 13)
Max Uplift3=-41(LC 16), 4=-15(LC 16)MaxGrav5=145(LC 22), 3=32(LC 30), 4=27(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J14
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:272018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-8MXipXwKJeoDWNNBtIG3sNb8flbb_UckyGSXpKz6wH_
Scale=1:19.9
W1
T1
B1
1
2
5
6
3
4
3x4
2x4
2-9-6
2-9-6
-0-10-12
0-10-12
2-9-6
2-9-6
1 -3 -4
3 -4 -4
2 -10
-12
3 -4 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.21
0.13
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.02
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=155/0-6-0(min. 0-1-8), 3=54/Mechanical, 4=26/Mechanical
Max Horz5=91(LC 16)
Max Uplift3=-73(LC 16), 4=-10(LC 16)MaxGrav5=178(LC 2), 3=79(LC 30), 4=49(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-8-10zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J15
TrussType
Jack-Open
Qty
22
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:282018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-cY551txy4yw48XyNR?nIPb7HF9wDjxstBwB5Lmz6wGz
Scale=1:25.2
W1
T1
B1
1
2
5
6
7
3
4
3x4
2x4
4-2-4
4-2-4
-0-10-12
0-10-12
4-2-4
4-2-4
1 -3 -4
4 -4 -15
3 -11
-7
4 -4 -15
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.35
0.23
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.04
0.05
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-4 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=201/0-6-0(min. 0-1-8), 3=90/Mechanical, 4=44/Mechanical
Max Horz5=134(LC 16)
Max Uplift3=-105(LC 16), 4=-6(LC 16)MaxGrav5=230(LC 2), 3=125(LC 30), 4=76(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 4-1-8zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
3=105.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J16
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:282018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-cY551txy4yw48XyNR?nIPb7JP9xqjxstBwB5Lmz6wGz
Scale=1:19.9
W1
T1
B1
1
2
5
6
3
4
3x4
2x4
2-9-6
2-9-6
-0-10-12
0-10-12
2-9-6
2-9-6
1 -3 -4
3 -4 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.21
0.13
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
-0.01
-0.02
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=155/0-6-0(min. 0-1-8), 3=54/Mechanical, 4=26/Mechanical
Max Horz5=91(LC 16)
Max Uplift3=-73(LC 16), 4=-10(LC 16)MaxGrav5=178(LC 2), 3=79(LC 30), 4=49(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-8-10zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J17
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:292018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-4leTEDyarF2xlhXa_jIXxogVRZI2SO61QaxetCz6wGy
Scale=1:14.9
W1
T1
B1
1
2
5
3
4
2x4
2x4
1-5-6
1-5-6
-0-10-12
0-10-12
1-5-6
1-5-6
1 -3 -4
2 -4 -4
1 -10
-12 2 -4 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.13
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
5
5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 6 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-5-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=120/0-6-0(min. 0-1-8), 3=15/Mechanical, 4=9/Mechanical
Max Horz5=59(LC 13)
Max Uplift3=-41(LC 16), 4=-15(LC 16)MaxGrav5=145(LC 22), 3=32(LC 30), 4=27(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J18
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:302018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-YxCrSZyCcZAoNq6mYQpmU0DV2zXoBrMAeEgBPfz6wGx
Scale=1:25.7
W1
T1
B1
1
2
5
6
7
3
8 9
4
4x4
3x4
3-8-3
3-8-3
7-4-5
3-8-3
-1-3-3
1-3-3
3-8-3
3-8-3
7-4-5
3-8-3
1 -3 -4
4 -4 -0
3 -11
-9
4 -4 -0
4.9912
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.85
0.55
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.18
-0.34
0.14
(loc)
4-5
4-5
3
l/defl
>465
>256
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 20 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=239/0-9-11(min. 0-1-8), 3=210/Mechanical, 4=97/Mechanical
Max Horz5=119(LC 12)
Max Uplift5=-103(LC 16), 3=-184(LC 12)MaxGrav5=273(LC 2), 3=247(LC 2), 4=152(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
5=103, 3=184.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 75 lb down and 31 lb up at 2-8-3, and 93 lb down and 73 lb up at 5-1-0 on top chord, and 16 lb down and 22 lb up at 2-8-3, and 23 lb down and 24 lb up at
5-1-0 on bottomchord.The design/selection of suchconnection 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).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)Vert: 8=0(F) 9=-2(F)
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-93(F=-21,B=-21), 5=0(F=10,B=10)-to-4=-37(F=-8,B=-8)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J19
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:312018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-07mDfvzrNtIf?_gy67K?0DlpYMyEwIbJtuQlx5z6wGw
Scale=1:17.6
W1
T1
B1
1
4
5
6
2
7 3
3x4
1.5x4
5-2-8
5-2-8
5-2-8
5-2-8
1 -1 -1
2 -9 -2
2 -4 -15
2 -9 -2
3.8412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.28
0.21
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.03
-0.07
-0.03
(loc)
3-4
3-4
2
l/defl
>999
>906
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-8 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=78/0-5-9(min. 0-1-8), 2=106/Mechanical, 3=49/Mechanical
Max Horz4=53(LC 11)
Max Uplift4=-66(LC 10), 2=-66(LC 12)MaxGrav4=94(LC 7), 2=124(LC 2), 3=89(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4, 2.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 17 lb down and 33 lb up at
3-0-2 on top chord, and 5 lb down at 3-0-2 on bottomchord.The design/selection of suchconnection device(s)is the responsibility
of others.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Concentrated Loads(lb)
Vert: 7=-2(B)
Trapezoidal Loads(plf)Vert: 1=0(F=25,B=25)-to-2=-66(F=-8,B=-8), 4=0(F=10,B=10)-to-3=-26(F=-3,B=-3)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J20
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:322018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-UJKbsF_T8ARWc8F9grsEZRI1DmKzflrT6Y9IUXz6wGv
Scale=1:13.1
W1
T1
B1
1
4
2
3
1.5x4
1.5x4
1-10-8
1-10-8
1-10-8
1-10-8
1 -1 -0
2 -0 -4
1 -7 -10 2 -0 -4
6.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.10
0.05
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.00
(loc)
4
3-4
2
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 5 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-10-8 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)4=61/Mechanical, 2=42/Mechanical, 3=19/Mechanical
Max Horz4=40(LC 13)
Max Uplift2=-38(LC 16)MaxGrav4=69(LC 2), 2=49(LC 2), 3=33(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J21
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:332018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-zWu_4a?5vUZNEIqLDYNT6erB3Ag3OB5cLCvr0zz6wGu
Scale=1:13.2
W1
T1
B1
1
2
5
6
3
4
1.5x4
2x4
2-4-15
2-4-15
-1-2-12
1-2-12
2-4-15
2-4-15
1 -0 -9
2 -0 -10
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.16
0.06
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-4-15 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=170/0-4-0(min. 0-1-8), 3=38/Mechanical, 4=18/Mechanical
Max Horz5=54(LC 13)
Max Uplift5=-64(LC 12), 3=-36(LC 16), 4=-16(LC 13)MaxGrav5=196(LC 2), 3=45(LC 2), 4=40(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 2-4-3zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J22
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:342018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RiSMHw0jgohEsSPXnGuiesNIpaye7eLmZsePYQz6wGt
Scale=1:18.1
W1
T1
B1
1
2
5
6
3
7 4
3x4
3x4
6-0-1
6-0-1
-1-11-11
1-11-11
3-0-0
3-0-0
6-0-1
3-0-0
1 -1 -6
2 -10
-10
0 -4 -1
2 -6 -9
2 -10
-10
3.5412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.41
0.30
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.08
-0.12
-0.05
(loc)
4-5
4-5
3
l/defl
>882
>595
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 17 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=233/0-4-15(min. 0-1-8), 3=131/Mechanical, 4=56/Mechanical
Max Horz5=72(LC 8)
Max Uplift5=-133(LC 8), 3=-89(LC 12), 4=-1(LC 12)MaxGrav5=269(LC 2), 3=153(LC 2), 4=108(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb)
5=133.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 16 lb down and 23 lb up at 3-3-2, and 17 lb down and 30 lb up at 3-3-2 on top chord, and 27 lb up at 3-3-2, and 1 lb down and 28 lb up at 3-3-2 on bottom
chord.The design/selection of suchconnection 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).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)Vert: 7=1(F=1,B=0)
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-76(F=-13,B=-13), 5=0(F=10,B=10)-to-4=-30(F=-5,B=-5)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J23
TrussType
Jack-Open
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:342018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RiSMHw0jgohEsSPXnGuiesNMKa0N7eLmZsePYQz6wGt
Scale=1:13.2
W1
T1
B1
1
2
5
6
3
4
1.5x4
2x4
2-2-15
2-2-15
-1-4-12
1-4-12
2-2-15
2-2-15
1 -1 -6
2 -0 -10
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.19
0.06
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
-0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 8 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-15 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=180/0-4-0(min. 0-1-8), 3=29/Mechanical, 4=14/Mechanical
Max Horz5=55(LC 13)
Max Uplift5=-71(LC 12), 3=-32(LC 16), 4=-17(LC 13)MaxGrav5=214(LC 22), 3=34(LC 2), 4=36(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 2-2-3zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J24
TrussType
Jack-Open
Qty
15
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:352018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-vu0kVG0LR5p5Uc_kLzPxB3wWN_JHs5bvoVOy5sz6wGs
Scale=1:17.5
W1
T1
B1
1
2
5
6
7
3
4
2x4
3x4
4-4-0
4-4-0
-1-4-12
1-4-12
4-4-0
4-4-0
1 -1 -6
2 -11
-1
2 -6 -10
2 -11
-1
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.23
0.21
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.05
-0.04
-0.04
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 13 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=239/0-4-0(min. 0-1-8), 3=89/Mechanical, 4=42/Mechanical
Max Horz5=80(LC 16)
Max Uplift5=-84(LC 12), 3=-69(LC 16), 4=-24(LC 13)MaxGrav5=275(LC 2), 3=105(LC 2), 4=77(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 4-3-4zone;cantileverleft exposed ;
endverticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J25
TrussType
Jack-Open
Qty
8
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:362018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-N5Z6ic1zCPxy5lZwvhwAjHTfdNfZbYr2197WdIz6wGr
Scale=1:18.0
W1
T1
B1
1
2
5
6
7
3
4
3x4
1.5x4
4-9-0
4-9-0
-1-2-12
1-2-12
4-9-0
4-9-0
1 -0 -9
3 -0 -5
2 -7 -14 3 -0 -5
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.33
0.20
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.06
-0.03
(loc)
4-5
4-5
3
l/defl
>999
>982
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 14 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-9-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=241/0-6-0(min. 0-1-8), 3=102/Mechanical, 4=49/Mechanical
Max Horz5=86(LC 16)
Max Uplift5=-43(LC 16), 3=-75(LC 16)MaxGrav5=277(LC 2), 3=119(LC 2), 4=85(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 4-8-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J26
TrussType
Jack-Open
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:372018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-rH7Uwy2bzj3pjv86SORPGU?tCn1vK?4CFpt39lz6wGq
Scale=1:13.7
W1
T1
B1
1
2
5
6
7
3
4
2x4
2x4
2-7-15
2-7-15
-1-2-12
1-2-12
2-7-15
2-7-15
1 -0 -9
2 -1 -14
1 -9 -7 2 -1 -14
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.15
0.07
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.01
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 9 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-7-15 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=176/0-6-0(min. 0-1-8), 3=46/Mechanical, 4=21/Mechanical
Max Horz5=57(LC 13)
Max Uplift5=-42(LC 12), 3=-41(LC 16)MaxGrav5=204(LC 2), 3=54(LC 2), 4=45(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 2-7-3zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
J27
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:382018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-JTht7I3Ek0BgL3jI05zepiYybBI63SKLUTcchBz6wGp
Scale=1:17.6
W1
T1
B1
1
2
5
6
3
7 4
3x4
3x4
6-7-2
6-7-2
-1-8-14
1-8-14
3-3-9
3-3-9
6-7-2
3-3-9
1 -0 -9
2 -11
-14
0 -4 -1
2 -7 -13
2 -11
-14
3.5412
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MR
0.55
0.39
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.19
0.06
(loc)
4-5
4-5
3
l/defl
>999
>405
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 18 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=238/0-8-2(min. 0-1-8), 3=163/Mechanical, 4=72/Mechanical
Max Horz5=81(LC 8)
Max Uplift5=-97(LC 8), 3=-106(LC 12)MaxGrav5=274(LC 2), 3=192(LC 2), 4=126(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb)
3=106.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 20 lb down and 36 lb up at
3-10-4, and 20 lb down and 36 lb up at 3-10-4 on top chord, and 5 lb down and 8 lb up at 3-10-4, and 5 lb down and 8 lb up at 3-10-4 on bottomchord.The design/selection of suchconnection 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).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 7=0(F=0,B=0)Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-84(F=-16,B=-16), 5=0(F=10,B=10)-to-4=-33(F=-6,B=-6)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
PB01
TrussType
Piggyback
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:392018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-ngFFKe3sVKJWyDIVapUtLv5DBbgmovkVj7MAEdz6wGo
Scale=1:21.2
0 -1 -14
0 -1 -14
T1
T2
T1
B1
ST1
1
2
3 4 5
6
7
8
9
10
11 12 13
14
3x4 3x4
3x4 3x41.5x4
1.5x4
12-2-0
12-2-0
4-0-14
4-0-14
8-1-2
4-0-4
12-2-0
4-0-14
0 -4 -3
1 -10
-9
2 -0 -7
0 -1 -10 0 -4 -3
0 -1 -10
6.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.18
0.24
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.02
0.01
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 28 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=263/10-2-14(min. 0-1-8), 6=263/10-2-14(min. 0-1-8), 8=302/10-2-14(min. 0-1-8)
Max Horz2=31(LC 20)
Max Uplift2=-78(LC 16), 6=-79(LC 17), 8=-1(LC 13)MaxGrav2=376(LC 39), 6=376(LC 39), 8=371(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-9=-389/191, 9-10=-342/196, 3-10=-310/204, 3-11=-307/211, 4-11=-309/210,
4-12=-309/210, 5-12=-307/211, 5-13=-310/204, 13-14=-342/196, 6-14=-389/191
BOT CHORD 2-8=-120/308, 6-8=-120/308
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 4-0-14,Exterior(2) 4-0-14 to 8-1-2zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6, 8.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
PB02
TrussType
Piggyback
Qty
9
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:402018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-GspdY_4UFeRNaNsh8W?6u7dK5?0EXLmeyn5jm3z6wGn
Scale=1:20.9
T1 T1
B1
ST1
1
2
3
4
5
6
7
8 9
10
4x4
3x4 3x41.5x4
12-2-0
12-2-0
6-1-0
6-1-0
12-2-0
6-1-0
0 -4 -3
3 -0 -8
0 -1 -10 0 -4 -3
0 -1 -10
6.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.42
0.22
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
0.05
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 30 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=216/10-2-14(min. 0-1-8), 4=216/10-2-14(min. 0-1-8), 6=356/10-2-14(min. 0-1-8)Max Horz2=51(LC 16)
Max Uplift2=-70(LC 16), 4=-80(LC 17), 6=-4(LC 16)
MaxGrav2=248(LC 2), 4=248(LC 2), 6=397(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-6=-269/115
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 6-1-0,Exterior(2) 6-1-0 to 9-1-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4, 6.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
PB03
TrussType
Piggyback
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:412018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-k2N?lK560xZECXRthEWLQKAXSOMEGpGoARrHIWz6wGm
Scale=1:21.2
0 -1 -14
0 -1 -14
T1
T2
T1
B1
ST1
1
2
3 4 5
6
7
8
9
10
11 12
13
14
3x4 3x4
3x4 3x41.5x4
1.5x4
12-2-0
12-2-0
4-2-6
4-2-6
7-11-10
3-9-4
12-2-0
4-2-6
0 -4 -3
1 -11
-5
2 -1 -3
0 -1 -10 0 -4 -3
0 -1 -10
6.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [5:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.19
0.24
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.02
0.01
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 28 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=265/10-2-14(min. 0-1-9), 6=265/10-2-14(min. 0-1-9), 8=295/10-2-14(min. 0-1-9)
Max Horz2=-33(LC 21)
Max Uplift2=-80(LC 16), 6=-81(LC 17)MaxGrav2=385(LC 39), 6=385(LC 39), 8=360(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-9=-399/192, 9-10=-351/196, 3-10=-320/205, 3-11=-315/212, 4-11=-317/212,
4-12=-317/212, 5-12=-315/213, 5-13=-320/205, 13-14=-351/196, 6-14=-399/192
BOT CHORD 2-8=-119/315, 6-8=-119/315
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 4-2-6,Exterior(2) 4-2-6 to 7-11-10zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T01
TrussType
CommonGirder
Qty
1
Ply
2
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:422018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CFxNzf6knFh5pg04Fx1azYjgEoYS?7JxP5aqqyz6wGl
Scale=1:47.3
T1 T1
B1
W3
W2 W1W2W1
B1
1
2
3
4
5
6
7
10 9 8
17 18
19 20 21 22 23 24 25 26
5x6 8x8
4x6
3x8
3x10
3x8
3x10 5x6
5-1-12
5-1-12
9-10-0
4-8-4
14-6-4
4-8-4
19-8-0
5-1-12
-1-2-12
1-2-12
5-1-12
5-1-12
9-10-0
4-8-4
14-6-4
4-8-4
19-8-0
5-1-12
20-10-12
1-2-12
0 -5 -12
7 -10
-4
0 -5 -12
9.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-0-10], [6:Edge,0-0-10], [9:0-4-0,0-4-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.38
0.88
0.58
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.09
-0.20
0.06
(loc)
8-9
8-9
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 193 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*
W3: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-9-10 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)2=4663/0-6-0(min. 0-3-13), 6=4461/0-6-0(min. 0-3-8)
Max Horz2=217(LC 11)Max Uplift2=-638(LC 12), 6=-991(LC 13)
MaxGrav2=4854(LC 2), 6=4461(LC 1)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-5965/806, 3-17=-4195/686, 4-17=-4122/703, 4-18=-4120/704, 5-18=-4193/674,
5-6=-6187/1081
BOT CHORD 2-19=-664/4728, 19-20=-664/4728, 10-20=-664/4728, 10-21=-664/4728, 21-22=-664/4728,
9-22=-664/4728, 9-23=-788/4895, 23-24=-788/4895, 8-24=-788/4895, 8-25=-788/4895,
25-26=-788/4895, 6-26=-788/4895
WEBS 4-9=-723/4708, 5-9=-2098/636, 5-8=-494/2294, 3-9=-1977/342, 3-10=-149/2091
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x4- 1 row at 0-7-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.605)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
6) Unbalancedsnowloads have been considered for this design.7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
2=638, 6=991.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T01
TrussType
CommonGirder
Qty
1
Ply
2
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:422018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CFxNzf6knFh5pg04Fx1azYjgEoYS?7JxP5aqqyz6wGl
NOTES-
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 122 lb down and 121 lb up at 19-9-0 on top chord, and 821 lb down
and 89 lb up at 1-0-8, 821 lb down and 89 lb up at 3-0-8, 821 lb down and 89 lb up at 5-0-8, 821 lb down and 89 lb up at 7-0-8, 874 lb down and 104 lb up at 9-0-8, 930
lb down and 156 lb up at 11-0-8, 972 lb down and 150 lb up at 13-0-8, and 953 lb down and 136 lb up at 15-0-8, and 903 lb down and 490 lb up at 17-0-8 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-4=-51, 4-7=-51, 11-14=-20
Concentrated Loads(lb)
Vert: 10=-741(B) 6=-12(B) 19=-741(B) 20=-741(B) 21=-741(B) 22=-874(B) 23=-930(B) 24=-972(B) 25=-953(B) 26=-903(B)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T01GE
TrussType
GABLE
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:432018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-gRVlA?7MYZpyRqbGpfYpWlFv5C5Tki04elKNNOz6wGk
Scale=1:49.9
T1 T1
B1
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
B11
2
3
4
5
6
7
8
9
10
11
12
13
22 21 20 19 18 17 16 15 14
23 24
3x4
3x4
3x4
3x4
19-8-0
19-8-0
-1-2-12
1-2-12
9-10-0
9-10-0
19-8-0
9-10-0
20-10-12
1-2-12
0 -5 -12
7 -10
-4
0 -5 -12
9.0012
PlateOffsets(X,Y)-- [7:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.12
0.06
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.00
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 94 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 19-8-0.
(lb)-Max Horz2=-217(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 7, 2, 19, 20, 21, 17, 16, 15, 12 except 22=-109(LC 16),14=-106(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 7, 2, 19, 20, 21, 22, 17, 16, 15, 14, 12
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3)-1-2-12 to 1-9-4,Exterior(2) 1-9-4 to 9-10-0, Corner(3) 9-10-0 to 12-10-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)All plates are 1.5x4MT20 unless otherwiseindicated.8)Gablerequirescontinuous bottomchord bearing.
9)Gablestudsspaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7, 2, 19, 20, 21,
17, 16, 15, 12 except(jt=lb) 22=109, 14=106.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T02GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:442018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-8d28OL7_Jsxp3_ASNM322zo3FcRBTAIEsP3xvrz6wGj
Scale=1:24.8
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
6
7
10 9 8
11 12
4x4
2x4 2x41.5x41.5x4
1.5x4
1.5x4
1.5x4
7-10-0
7-10-0
-1-4-12
1-4-12
3-11-0
3-11-0
7-10-0
3-11-0
9-2-12
1-4-12
0 -5 -12
3 -5 -0
0 -5 -12
9.0012
PlateOffsets(X,Y)-- [2:0-2-9,0-1-0], [6:0-2-9,0-1-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.16
0.03
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 31 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 7-10-0.
(lb)-Max Horz2=104(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 6, 10, 8MaxGravAllreactions 250 lb orless at joint(s) 2, 6, 9, 10, 8
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-C Corner(3)-1-4-12 to 1-7-4,Exterior(2) 1-7-4 to 3-11-0, Corner(3) 3-11-0 to 6-11-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.
4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.
6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)Gablerequirescontinuous bottomchord bearing.
8)Gablestudsspaced at 2-0-0 oc.9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8.
11)Beveled plate orshimrequired to provide full bearingsurfacewith trusschord at joint(s) 2, 6.12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T03
TrussType
Common
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:452018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-cqcWbh8d4A3gg8lfw4bHbAKBw0fPCRAN53pURHz6wGi
Scale=1:55.4
T2 T2
B1
W2
W1
W2
W1T1 T1
B21
2
3
4
5
6
7
8 9
12 11 10
19
20
21 22
23
24
3x4
4x6
3x4
3x5 3x4 3x4
1.5x4
3x4
1.5x4
3x5
7-8-15
7-8-15
15-3-1
7-6-2
23-0-0
7-8-15
-1-4-12
1-4-12
5-10-7
5-10-7
11-6-0
5-7-9
17-1-9
5-7-9
23-0-0
5-10-7
24-4-12
1-4-12
0 -5 -12
9 -1 -4
0 -5 -12
9.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-0-3], [8:Edge,0-0-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.48
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.14
-0.19
0.03
(loc)
10-18
12-15
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 95 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-5 oc purlins.BOT CHORD Rigidceiling directly applied or 7-8-6 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=885/0-4-0(min. 0-1-9), 8=885/0-4-0(min. 0-1-9)
Max Horz2=253(LC 15)
Max Uplift2=-146(LC 16), 8=-146(LC 17)MaxGrav2=1004(LC 2), 8=1004(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-19=-1225/770, 3-19=-1134/800, 3-4=-1096/852, 4-20=-999/867, 20-21=-986/870,
5-21=-983/889, 5-22=-983/889, 22-23=-986/870, 6-23=-999/867, 6-7=-1096/852,
7-24=-1134/800, 8-24=-1225/770BOT CHORD 2-12=-520/907, 11-12=-244/600, 10-11=-244/600, 8-10=-531/907
WEBS 5-10=-513/491, 7-10=-365/266, 5-12=-513/491, 3-12=-365/266
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 11-6-0,Exterior(2) 11-6-0 to 14-6-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)2=146, 8=146.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T03GE
TrussType
Common StructuralGable
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:462018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-40Aup19FrUBXIIKrUn6W7OtMgP?exuQXKjY2zjz6wGh
Scale=1:58.7
T2 T2
B1
W5
W4
W5
W4
ST7
ST5
ST6
ST4
ST3
ST2ST1
ST5
ST6
ST4
ST3
ST2 ST1
W2
W1
W3
T1 T1
B21
2
3
4
5
6
7
8 9
12 11 10
48
49
50 51
52
53
3x4
4x6
3x4
3x4
3x5
3x4 3x4
3x4
3x5
7-8-15
7-8-15
11-6-0
3-9-1
15-3-1
3-9-1
23-0-0
7-8-15
-1-4-12
1-4-12
5-10-7
5-10-7
11-6-0
5-7-9
17-1-9
5-7-9
23-0-0
5-10-7
24-4-12
1-4-12
0 -5 -12
9 -1 -4
0 -5 -12
9.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-0-3], [5:0-1-3,0-1-8], [8:Edge,0-0-3]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.48
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.14
-0.19
0.03
(loc)
10-47
12-44
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 152 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W5: 2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-5 oc purlins.BOT CHORD Rigidceiling directly applied or 7-8-6 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=885/0-4-0(min. 0-1-9), 8=885/0-4-0(min. 0-1-9)Max Horz2=253(LC 15)
Max Uplift2=-146(LC 16), 8=-146(LC 17)
MaxGrav2=1004(LC 2), 8=1004(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-48=-1225/770, 3-48=-1134/800, 3-4=-1096/852, 4-49=-999/867, 49-50=-986/870,
5-50=-983/889, 5-51=-983/889, 51-52=-986/870, 6-52=-999/867, 6-7=-1096/852,
7-53=-1134/800, 8-53=-1225/770
BOT CHORD 2-12=-520/907, 11-12=-244/600, 10-11=-244/600, 8-10=-531/907
WEBS 5-10=-513/491, 7-10=-365/266, 5-12=-513/491, 3-12=-365/266
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 11-6-0,Exterior(2) 11-6-0 to 14-6-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustry
GableEnd Details as applicable, orconsult qualified building designer as perANSI/TPI 1.4)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
5) Unbalancedsnowloads have been considered for this design.6)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
7)All plates are 1.5x4MT20 unless otherwiseindicated.8)Vertical gablestudsspaced at 2-0-0 oc and horizontal gablestudsspaced at 4-3-8 oc.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)2=146, 8=146.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T04
TrussType
Common
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:472018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-YCkG0NAtcnJOwSv12UdlgbQXRpLpgLdgZNIbW9z6wGg
Scale=1:57.9
T2
T3
B1
W2
W1
W2
W1
HW2
T1
B21
2
3
4
5
6
7
10 9 8
17
18 19 20 21
22
3x5
3x4 3x4
4x6
1.5x4
3x4
1.5x4
3x8
3x4
7-8-15
7-8-15
15-3-1
7-6-2
22-10-0
7-6-15
-1-4-12
1-4-12
5-10-7
5-10-7
11-6-0
5-7-9
17-1-9
5-7-9
22-10-0
5-8-7
0 -5 -12
9 -1 -4
0 -7 -4
9.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-0-3], [7:0-0-5,0-0-7], [7:0-0-10,0-3-15], [7:0-3-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.35
0.48
0.83
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.14
-0.19
0.03
(loc)
10-13
10-13
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 93 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1: 2x4SPFStudWEDGE
Right: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-4 oc purlins.BOT CHORD Rigidceiling directly applied or 7-5-9 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)2=882/0-4-0(min. 0-1-9), 7=806/0-6-0(min. 0-1-8)
Max Horz2=243(LC 13)
Max Uplift2=-146(LC 16), 7=-111(LC 17)MaxGrav2=1000(LC 2), 7=910(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-17=-1219/767, 3-17=-1128/798, 3-4=-1090/850, 4-18=-993/866, 18-19=-978/870,
5-19=-970/887, 5-20=-968/892, 20-21=-970/873, 6-21=-1079/855, 6-22=-1029/802,
7-22=-1197/779
BOT CHORD 2-10=-564/903, 9-10=-276/595, 8-9=-276/595, 7-8=-555/891
WEBS 5-8=-500/472, 6-8=-349/264, 5-10=-515/492, 3-10=-365/266
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-4-12 to 1-7-4,Interior(1) 1-7-4 to 11-6-0,Exterior(2) 11-6-0 to 14-6-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)2=146, 7=111.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T05
TrussType
Common
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:482018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-1OIeDjAVN5SFXbUDcC8_Dpyi1DhyPnkqn1182cz6wGf
Scale=1:54.0
T1 T2
B1
W2
W1
W2
W1
HW2B2
1
2
3
4
5
8 7 6
15
16
17 18
19
20
3x5
3x4
4x6
3x4
1.5x4
3x4
1.5x4
3x8
7-8-15
7-8-15
15-3-1
7-6-2
22-10-0
7-6-15
5-10-7
5-10-7
11-6-0
5-7-9
17-1-9
5-7-9
22-10-0
5-8-7
0 -5 -12
9 -1 -4
0 -7 -4
9.0012
PlateOffsets(X,Y)-- [1:0-0-0,0-0-3], [5:0-0-5,0-0-7], [5:0-0-10,0-3-15], [5:0-3-8,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.36
0.49
0.84
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.15
-0.20
0.03
(loc)
8-11
8-11
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 91 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1: 2x4SPFStudWEDGE
Right: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-11-14 oc purlins.BOT CHORD Rigidceiling directly applied or 7-4-14 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=809/0-4-0(min. 0-1-8), 5=808/0-6-0(min. 0-1-8)
Max Horz1=225(LC 13)
Max Uplift1=-113(LC 16), 5=-111(LC 17)MaxGrav1=914(LC 2), 5=913(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-1228/788, 2-15=-1129/813, 2-16=-1101/868, 16-17=-988/887, 3-17=-980/905,
3-18=-963/893, 18-19=-971/875, 4-19=-1083/858, 4-20=-1032/804, 5-20=-1200/780
BOT CHORD 1-8=-569/913, 7-8=-278/598, 6-7=-278/598, 5-6=-556/893
WEBS 3-6=-499/471, 4-6=-349/265, 3-8=-521/500, 2-8=-364/270
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 11-6-0,Exterior(2) 11-6-0 to 14-6-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed; porchleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=113, 5=111.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T06
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:492018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-Vbs1R3B78Pa69l2Q9vfDl0VwRd2R8MNz0hnia2z6wGe
Scale=1:35.5
W1 T1
B1
W2 W3
1
2
3
5 4
9
10 11
1.5x4
3x44x4
3x6
3x10
3-3-0
3-3-0
6-6-0
3-3-0
3-3-0
3-3-0
6-6-0
3-3-0
5 -5 -12
0 -7 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MP
0.13
0.41
0.36
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.03
0.00
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 33 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)3=810/0-6-0(min. 0-1-8), 5=767/0-6-0(min. 0-1-8)
Max Horz5=-194(LC 13)
Max Uplift3=-38(LC 8), 5=-182(LC 13)MaxGrav3=909(LC 2), 5=860(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-866/28
BOT CHORD 5-10=-9/669, 4-10=-9/669, 4-11=-9/669, 3-11=-9/669
WEBS 2-5=-876/189, 2-4=-66/847
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverright exposed ; end verticalright exposed; porchleft and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3 except(jt=lb)
5=182.
6)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
7) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 420 lb down and 42 lb up at 1-6-8, and 420 lb down and 42 lb up at 3-6-8, and 420 lb down and 42 lb up at 5-6-8 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.
8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-3=-51, 5-6=-20
Concentrated Loads(lb)Vert: 4=-376(B) 10=-376(B) 11=-376(B)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T07
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:512018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RzznskDNg0qpO3CoHKhhqRaEEQjFcEbGT?Gofxz6wGc
Scale=1:37.9
0 -1 -14
T1
T2
W10
B1
B3
B4W1W2
W3 W4 W5 W6 W5
W8
W7
W9
B2
1
2
3 4 5 6 7
16 15 14 13 12 11 10
9 8
20
2122 23 24 25 26
27 28 29 30 31
4x4
6x6
3x6
3x4 2x4
1.5x4
6x8
3x4
1.5x4 3x4
1.5x4
3x8 3x5
3x8
4x4
3-11-0
3-11-0
7-5-2
3-6-2
11-7-7
4-2-5
15-9-11
4-2-5
20-0-0
4-2-5
21-0-0
1-0-0
3-11-0
3-11-0
7-5-2
3-6-2
11-7-7
4-2-5
15-9-11
4-2-5
20-0-0
4-2-5
21-0-0
1-0-0
0 -5 -0
3 -11
-11
4 -1 -9
2 -11
-11
1 -0 -0
6.0012
PlateOffsets(X,Y)-- [1:0-0-3,0-0-13], [9:0-2-0,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.30
0.45
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.13
0.03
(loc)
13-14
13-14
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 98 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B3: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-6-4 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 6-2-13 oc bracing.Except:
10-0-0 oc bracing: 9-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=798/Mechanical, 8=858/0-6-0(min. 0-1-13)Max Horz1=133(LC 9)
Max Uplift1=-470(LC 12), 8=-636(LC 9)
MaxGrav1=928(LC 67), 8=1137(LC 72)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-20=-1642/910, 2-20=-1571/927, 2-3=-1497/920, 3-21=-1582/935, 21-22=-1583/935,4-22=-1585/935, 4-23=-1582/933, 23-24=-1582/933, 5-24=-1582/933, 5-25=-435/259,
25-26=-435/259, 6-26=-435/259, 6-7=-418/248, 7-8=-1006/561
BOT CHORD 1-16=-895/1434, 15-16=-895/1434, 14-15=-895/1434, 14-27=-882/1327, 13-27=-882/1327,
13-28=-727/1196, 28-29=-727/1196, 12-29=-727/1196, 6-9=-252/174
WEBS 2-14=-361/136, 3-14=-114/304, 3-13=-149/350, 4-13=-411/265, 5-13=-321/477,
9-12=-673/1090, 5-9=-958/560, 7-9=-618/1069
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
1=470, 8=636.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T07
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:512018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RzznskDNg0qpO3CoHKhhqRaEEQjFcEbGT?Gofxz6wGc
NOTES-
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 62 lb down and 105 lb up at 3-11-10, 175 lb down and 198 lb up at
7-5-2, 95 lb down and 86 lb up at 9-5-14, 95 lb down and 86 lb up at 11-5-14, 95 lb down and 86 lb up at 13-5-14, 95 lb down and 86 lb up at 15-5-14, and 95 lb down
and 86 lb up at 17-5-14, and 95 lb down and 86 lb up at 19-5-14 on top chord, and 27 lb down at 3-11-10, 82 lb down and 95 lb up at 7-5-2, 41 lb down and 38 lb up at 9-5-14, 41 lb down and 38 lb up at 11-5-14, 41 lb down and 38 lb up at 13-5-14, 41 lb down and 38 lb up at 15-5-14, and 41 lb down and 38 lb up at 17-5-14, and 41 lb
down and 38 lb up at 19-5-14 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-7=-61, 11-17=-20, 10-11=-20, 8-9=-20
Concentrated Loads(lb)Vert: 3=-0(F) 16=-6(F) 14=-3(F) 4=-0(F) 13=-4(F) 21=-0(F) 23=-0(F) 24=-0(F) 25=-0(F) 26=-0(F) 27=-4(F) 28=-4(F) 29=-4(F) 30=-4(F) 31=-4(F)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T08
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:522018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-vAX934E0RKyg0Dn?r2DwNf7Nbq38Lf5Pif?MBNz6wGb
Scale=1:41.8
0 -1 -14
T1
T2
W9
B1
B3
B4W1W2
W3 W4 W5
W7
W6 W8
B2
1
2
3 4 5 6
14 13 12 11 10 9
8 7
18
19 20
2122 23
3x4
6x6 3x5
1.5x4
3x4 2x4
1.5x4
6x8
3x4
1.5x4 3x4
3x4
3x8
5-5-0
5-5-0
10-5-2
5-0-2
15-2-9
4-9-7
20-0-0
4-9-7
21-0-0
1-0-0
5-5-0
5-5-0
10-5-2
5-0-2
15-2-9
4-9-7
20-0-0
4-9-7
21-0-0
1-0-0
0 -5 -0
5 -5 -11
5 -7 -9 4 -5 -11
1 -0 -0
5 -5 -11
6.0012
PlateOffsets(X,Y)-- [8:0-2-12,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.39
0.41
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.04
-0.11
0.03
(loc)
14
12-14
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 104 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B3: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-1 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-7-6 oc bracing.Except:
10-0-0 oc bracing: 8-10
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=768/Mechanical, 7=826/0-6-0(min. 0-1-9)Max Horz1=195(LC 13)
Max Uplift1=-116(LC 16), 7=-152(LC 13)
MaxGrav1=973(LC 35), 7=979(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-1617/211, 2-18=-1516/226, 2-19=-1035/188, 19-20=-1006/189, 3-20=-946/212,3-21=-768/198, 21-22=-770/197, 4-22=-771/197, 6-7=-846/144
BOT CHORD 1-14=-377/1366, 13-14=-377/1366, 12-13=-377/1366, 11-12=-259/842, 5-8=-280/119
WEBS 2-12=-614/173, 3-12=-27/408, 3-11=-350/102, 4-11=-0/255, 8-11=-185/665,
4-8=-728/139, 6-8=-175/881
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 10-5-2,Exterior(2) 10-5-2 to 14-8-1zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=116, 7=152.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T09
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:532018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-NM5XHQEeCd4XeNMBOlk9wsgU1EO5416ZxJlvjpz6wGa
Scale:1/4"=1'
0 -1 -14
T1
T2
W7
B1
B3
B4W1W2
W3
W5
W4 W6
B2
1
2
3 4 5
12 11 10 9 8
7 6
16
17
18
19
2021
3x5
6x6 4x4
2x4
3x4 3x5
3x4
5x12
3x4
1.5x4 4x8
6-11-0
6-11-0
13-5-2
6-6-2
20-0-0
6-6-14
21-0-0
1-0-0
6-11-0
6-11-0
13-5-2
6-6-2
20-0-0
6-6-14
21-0-0
1-0-0
0 -5 -0
6 -11
-11
7 -1 -9
5 -11
-11
1 -0 -0
6 -11
-11
6.0012
PlateOffsets(X,Y)-- [7:0-4-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.67
0.49
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.06
-0.16
0.04
(loc)
12-15
12-15
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 106 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B3: 2x4SPFStud
WEBS 2x4SPFStud*Except*W4: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-1-4 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-7-8 oc bracing.Except:
10-0-0 oc bracing: 7-9WEBS1 Row at midpt 3-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=757/Mechanical, 6=807/0-6-0(min. 0-1-8)
Max Horz1=258(LC 13)
Max Uplift1=-130(LC 16), 6=-143(LC 13)MaxGrav1=992(LC 35), 6=878(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-16=-1651/174, 16-17=-1570/185, 2-17=-1443/206, 2-18=-898/155, 18-19=-756/171,
3-19=-743/186, 5-6=-721/164
BOT CHORD 1-12=-370/1391, 11-12=-370/1391, 10-11=-370/1391, 4-7=-615/231
WEBS 2-12=0/260, 2-10=-821/230, 3-10=-20/460, 7-10=-228/510, 3-7=-711/168, 5-7=-226/947
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 13-5-2,Exterior(2) 13-5-2 to 17-8-1zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)1=130, 6=143.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T10
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:542018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-rYfwUmFGyxCOFWxNyTFOS4CaueizpU6iAzUTFFz6wGZ
Scale=1:54.7
0 -1 -14
T2
T3
W7
B1
B3
B4W1
W2
W3
W5
W4
W6
T1
B2
1
2
3
4 5 6
13 12 11 10 9
87
17
18
19
20 21
3x4
6x6
3x8
3x4
3x5 3x4 1.5x4
1.5x4
6x8
3x4
1.5x4 3x8
8-5-0
8-5-0
16-5-2
8-0-2
20-0-0
3-6-14
21-0-0
1-0-0
8-5-0
8-5-0
16-5-2
8-0-2
20-0-0
3-6-14
21-0-0
1-0-0
0 -5 -0
8 -5 -11
8 -7 -9
7 -5 -11
1 -0 -0
8 -5 -11
6.0012
PlateOffsets(X,Y)-- [8:0-2-4,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.98
0.58
0.84
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.26
0.04
(loc)
13-16
13-16
7
l/defl
>999
>979
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 112 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W2,W3,W4: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 9-9-13 oc bracing.Except:
10-0-0 oc bracing: 8-10
WEBS 1 Row at midpt 2-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=782/0-6-0(min. 0-1-8), 1=752/MechanicalMax Horz1=320(LC 13)
Max Uplift7=-130(LC 13), 1=-136(LC 16)
MaxGrav7=875(LC 35), 1=950(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-1565/168, 17-18=-1478/174, 2-18=-1352/197, 2-3=-673/129, 3-19=-525/144,19-20=-497/148, 4-20=-393/166, 6-7=-752/203
BOT CHORD 1-13=-348/1322, 12-13=-348/1322, 11-12=-348/1322
WEBS 2-13=0/345, 2-11=-998/279, 4-11=-50/503, 8-11=-142/371, 4-8=-787/189, 6-8=-175/667
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 16-5-2,Exterior(2) 16-5-2 to 20-10-4
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=130, 1=136.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T11
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:552018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-JlDIh6GujFKFtgWaWAmd?Hlr324qY?5rOdE0oiz6wGY
Scale=1:72.6
0 -1 -14
T2
T3
W7
B1
B3
B4W1W2
W3
W4 W5
W6
T1
B21
2
3
4
56 7
15 14 13 12 1110
9
8
19
20
21
3x5
4x4 3x8
1.5x43x43x4
4x6
3x4
4x4
3x4
1.5x4
3x4
3x4
3x4
6-8-156-8-15 13-1-06-4-2 19-5-26-4-2 20-0-00-6-14
21-0-0
1-0-0
6-8-15
6-8-15
13-1-0
6-4-2
19-5-2
6-4-2
20-0-0
0-6-14
21-0-0
1-0-0
0 -5 -0
9 -11
-11
10
-1 -9
8 -11
-11
1 -0 -0
9 -11
-11
6.0012
PlateOffsets(X,Y)-- [1:0-1-11,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.63
0.47
0.61
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.20
0.01
(loc)
12-13
12-13
1
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 121 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1,W2,W3: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-5-12 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-3-2 oc bracing.Except:
1 Row at midpt 6-910-0-0 oc bracing: 9-11
WEBS 1 Row at midpt 7-8, 4-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)8=759/0-6-0(min. 0-1-9), 1=744/Mechanical
Max Horz1=392(LC 16)Max Uplift8=-233(LC 16), 1=-84(LC 16)
MaxGrav8=996(LC 35), 1=894(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-19=-1537/77, 2-19=-1407/97, 2-20=-1016/19, 3-20=-952/20, 3-4=-807/49,
4-21=-309/0, 7-8=-922/220
BOT CHORD 1-15=-393/1316, 14-15=-393/1316, 13-14=-393/1316, 12-13=-219/819, 9-11=-160/473,
6-9=-691/140
WEBS 2-15=0/257, 2-13=-567/198, 4-13=-24/479, 4-12=-979/269, 5-12=0/356, 7-9=-277/1117
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 19-5-2,Exterior(2) 19-5-2 to 20-10-4
zone;cantileverleft exposed ; end verticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber
DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
8=233.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T12
TrussType
Jack-Closed
Qty
5
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:562018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-oxngvSHWUYS6Vq5m4tHsXVI3KRRsHTy?dHzZK8z6wGX
Scale=1:71.0
T2
W7
B1
B3
B4W1W2
W3
W5
W4
W6
T1
B2
1
2
3
4
5 6
13 12 11 109
8
7
17
18
19
3x4
3x6
1.5x43x43x4
3x5
2x4
6x10
3x4
1.5x4
4x8
3x4
6-11-3
6-11-3
13-5-10
6-6-6
20-0-0
6-6-6
21-0-0
1-0-0
6-11-3
6-11-3
13-5-10
6-6-6
20-0-0
6-6-6
21-0-0
1-0-0
0 -5 -0
10
-11
-0
9 -11
-0
1 -0 -0
6.0012
PlateOffsets(X,Y)-- [1:0-0-0,0-0-9], [8:0-4-4,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.41
0.42
0.57
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.06
-0.15
0.03
(loc)
13-16
13-16
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 120 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W1,W3,W5: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-7-5 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-2-7 oc bracing.Except:
1 Row at midpt 5-810-0-0 oc bracing: 8-10
WEBS 1 Row at midpt 6-7, 4-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)7=745/0-6-0(min. 0-1-8), 1=744/Mechanical
Max Horz1=425(LC 16)Max Uplift7=-274(LC 16), 1=-69(LC 16)
MaxGrav7=872(LC 22), 1=841(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-1357/44, 2-17=-1274/65, 2-3=-786/0, 3-4=-629/10, 6-7=-689/222
BOT CHORD 1-13=-396/1140, 12-13=-396/1140, 11-12=-396/1140, 5-8=-408/226
WEBS 2-13=0/267, 2-11=-590/213, 4-11=0/436, 8-11=-197/434, 4-8=-711/236, 6-8=-291/830
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 20-10-4zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
7=274.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T13
TrussType
Jack-Closed
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:572018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-G7L26oH8Fsaz6_gydbo54iq53reO0vD8sxj7saz6wGW
Scale=1:70.3
T2
W7
B1
B3
B4W1W2
W3
W5
W4
W6
T1
1 2
3
4
5
6 7
14 13 12 1110
9
8
18
19 20
3x4
3x8
2x4
5x6 4x6
4x4
3x4
6x10
3x4
1.5x4 5x8
3x5
5-3-8
5-3-8
12-7-12
7-4-4
20-0-0
7-4-4
21-0-0
1-0-0
-1-2-12
1-2-12
5-3-8
5-3-8
12-7-12
7-4-4
20-0-0
7-4-4
21-0-0
1-0-0
0 -5 -0
10
-11
-0
9 -11
-0
1 -0 -0
6.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-1-1], [7:0-3-3,0-1-8], [9:0-4-4,0-2-12], [11:0-2-0,0-0-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.92
0.98
0.63
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.33
0.07
(loc)
12-14
12-14
8
l/defl
>999
>748
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 121 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF 1650F 1.5E*Except*T1: 2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*
B1: 2x4SPF 1650F 1.5EWEBS2x4SPF No.2 *Except*
W1,W3: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 6-6-14 oc bracing.Except:
1 Row at midpt 6-9
10-0-0 oc bracing: 9-11WEBS1 Row at midpt 7-8, 3-12, 5-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)8=1195/0-6-0(min. 0-2-2), 2=1590/0-6-0(min. 0-2-13)
Max Horz2=447(LC 16)
Max Uplift8=-381(LC 16), 2=-283(LC 16)MaxGrav8=1349(LC 2), 2=1800(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-18=-3389/472, 3-18=-3271/491, 3-4=-1630/131, 4-5=-1313/137, 5-19=-323/0,
6-7=-261/82, 7-8=-1066/305
BOT CHORD 2-14=-804/2986, 13-14=-804/2986, 12-13=-804/2986, 11-12=-24/304, 6-9=-541/274
WEBS 3-12=-1798/470, 5-12=-33/712, 9-12=-343/1002, 5-9=-1426/394, 7-9=-404/1267
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 20-10-4zone;cantileverleft exposed ;
endverticalleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=381, 2=283.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 870 lb down and 229 lb up at 5-3-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 11-15=-20, 10-11=-20, 8-9=-20
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T13
TrussType
Jack-Closed
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:572018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-G7L26oH8Fsaz6_gydbo54iq53reO0vD8sxj7saz6wGW
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 3=-770Trapezoidal Loads(plf)
Vert: 3=-101-to-7=-60
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T14
TrussType
Jack-Closed
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:582018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-kKvQK8Im0Aiqk8F8BIJKcwNGJF0YlMHI5bSgP1z6wGV
Scale=1:70.5
T2
W7
B1
B3
B4W1
W2
W3
W5
W4
W6
T1
1 2
3
4
5
6
7
14 13 12 11 10
9 8
18
19 20
3x4
4x4
5x6
5x6 4x6 3x5
4x6
3x4
1.5x4 5x8
3x4
4x10
5-3-8
5-3-8
12-7-12
7-4-4
20-0-0
7-4-4
22-0-0
2-0-0
-1-2-12
1-2-12
5-3-8
5-3-8
12-7-12
7-4-4
20-0-0
7-4-4
22-0-0
2-0-0
0 -5 -0
11
-5 -0
10
-5 -0
1 -0 -0
6.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-1-1], [9:0-7-0,0-2-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.95
0.79
0.58
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.13
-0.35
0.08
(loc)
12-14
12-14
8
l/defl
>999
>741
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 126 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF 1650F 1.5E*Except*T1: 2x4SPF No.2
BOT CHORD2x4SPF 1650F 1.5E*Except*
B3,B4: 2x4SPF No.2WEBS2x4SPF No.2 *Except*
W1,W3,W5: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-9-8 oc bracing.Except:
10-0-0 oc bracing: 9-11
WEBS 1 Row at midpt 3-12, 5-9, 6-8
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=1237/0-6-0(min. 0-2-3), 2=1648/0-6-0(min. 0-2-15)Max Horz2=452(LC 13)
Max Uplift8=-325(LC 16), 2=-345(LC 16)
MaxGrav8=1394(LC 2), 2=1865(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-18=-3525/678, 3-18=-3407/701, 3-4=-1772/342, 4-5=-1456/342, 5-19=-556/172,19-20=-414/179, 6-20=-388/190
BOT CHORD 2-14=-852/3107, 13-14=-852/3107, 12-13=-852/3107, 6-9=-254/1077, 8-9=-173/332
WEBS 3-12=-1811/464, 5-12=-41/678, 9-12=-409/1254, 5-9=-1395/401, 6-8=-1411/415
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 21-10-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)8=325, 2=345.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 937 lb down and 229 lb up at 5-3-8 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 11-15=-20, 10-11=-20, 8-9=-20
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T14
TrussType
Jack-Closed
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:582018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-kKvQK8Im0Aiqk8F8BIJKcwNGJF0YlMHI5bSgP1z6wGV
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 3=-770Trapezoidal Loads(plf)
Vert: 3=-101-to-7=-58
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T15
TrussType
Jack-Closed
Qty
3
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:11:592018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CWSpXTJPnTqhMIpLl0rZ97wb2fUCUsHRJECExTz6wGU
Scale=1:39.6
W1
T1 W4
B1
W2 W31
2
3
6 5 4
7
8
9
3x10
2x4
1.5x4 3x4
3x4
5-8-4
5-8-4
11-4-8
5-8-4
5-8-4
5-8-4
11-4-8
5-8-4
0 -10
-12
6 -7 -0
6.0012
PlateOffsets(X,Y)-- [1:0-1-6,0-2-12], [6:0-2-11,0-0-4], [6:0-0-0,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.31
0.32
0.40
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.06
-0.10
0.01
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 46 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 8-7-14 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)6=389/Mechanical, 4=389/0-6-0(min. 0-1-8)
Max Horz6=215(LC 16)Max Uplift6=-22(LC 16), 4=-163(LC 16)
MaxGrav6=440(LC 2), 4=440(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-6=-365/227, 1-7=-524/296, 2-7=-392/313
BOT CHORD 5-6=-432/403, 4-5=-432/403WEBS2-5=-254/227, 2-4=-461/495
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 11-2-12zone;cantileverleft exposed
; end verticalleft exposed; porchleft exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
5) Refer to girder(s) for truss to trussconnections.
6)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 6 except(jt=lb)
4=163.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T16
TrussType
HalfHipGirder
Qty
1
Ply
2
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:052018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-1gq4oXO9NJbq4DHV5GyzPO9ey4SfuUTKiAfY87z6wGO
Scale=1:65.5
0 -1 -14
T1
T2
W5
B1
W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4W1W2
T4T3
B3B2
1
2 3 4 5 6 7 8 9 10
20 19 18 17 16 15 14 13 12 11
21
22 23 24 25 26 27 28 29 30 31 32 33 34 35
36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51
6x6 4x8 5x8
2x42x4
4x84x44x6
4x4
4x4
4x4 2x4
4x8
4x4
4x4
4x4
4x8
4x6
4x8
4x8
3-8-10
3-8-10
9-0-12
5-4-2
14-6-11
5-5-14
20-0-9
5-5-14
25-6-7
5-5-14
31-0-6
5-5-14
36-8-0
5-7-10
3-8-10
3-8-10
9-0-12
5-4-2
14-6-11
5-5-14
20-0-9
5-5-14
25-6-7
5-5-14
31-0-6
5-5-14
36-8-0
5-7-10
1 -1 -02-9 -7
2 -11
-5
2 -9 -7
6.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-0-12], [12:0-3-8,0-2-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.22
0.63
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.32
-0.52
0.08
(loc)
15-17
15-17
11
l/defl
>999
>836
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 410 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 9-3-2 oc bracing.
REACTIONS.(lb/size)11=1473/0-6-0(min. 0-1-8), 20=1439/0-6-0(min. 0-1-8)
Max Horz20=92(LC 9)Max Uplift11=-804(LC 9), 20=-790(LC 9)
MaxGrav11=1766(LC 30), 20=1614(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-21=-2481/1232, 2-21=-2437/1219, 2-22=-4994/2366, 22-23=-4996/2366,
3-23=-5002/2367, 3-24=-6284/3009, 24-25=-6284/3009, 25-26=-6284/3009,
4-26=-6284/3009, 4-27=-6374/3117, 5-27=-6374/3117, 5-28=-6374/3117,
6-28=-6374/3117, 6-29=-6374/3117, 29-30=-6374/3117, 30-31=-6374/3117,
7-31=-6374/3117, 7-32=-5527/2644, 8-32=-5527/2644, 8-9=-5527/2644, 9-33=-3511/1632,
33-34=-3511/1632, 34-35=-3511/1632, 10-35=-3511/1632, 10-11=-1689/791,
1-20=-1565/794
BOT CHORD 19-37=-1166/2230, 37-38=-1166/2230, 18-38=-1166/2230, 18-39=-2401/4994,
39-40=-2401/4994, 40-41=-2401/4994, 17-41=-2401/4994, 17-42=-3040/6284,
16-42=-3040/6284, 16-43=-3040/6284, 43-44=-3040/6284, 15-44=-3040/6284,
15-45=-2656/5527, 14-45=-2656/5527, 14-46=-2656/5527, 13-46=-2656/5527,
13-47=-1635/3511, 47-48=-1635/3511, 12-48=-1635/3511
WEBS 2-19=-365/223, 2-18=-1373/3046, 3-18=-1181/587, 3-17=-704/1408, 4-17=-444/283,
6-15=-342/250, 7-15=-525/960, 7-13=-749/438, 9-13=-1109/2195, 9-12=-1365/692,
10-12=-1720/3734, 1-19=-1023/2117
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:Topchordsconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T16
TrussType
HalfHipGirder
Qty
1
Ply
2
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:062018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-VsNS?tOo8djhiNshf_TCxcipiToudxjTwqO5hZz6wGN
NOTES-
6) Unbalancedsnowloads have been considered for this design.
7)Provide adequate drainage to preventwater ponding.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=804, 20=790.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 50 lb down and 76 lb up at 1-8-9, 150 lb down and 149 lb up at
3-8-10, 77 lb down and 61 lb up at 5-8-2, 77 lb down and 61 lb up at 7-8-2, 77 lb down and 61 lb up at 9-8-2, 77 lb down and 61 lb up at 11-8-2, 77 lb down and 61 lb
up at 13-8-2, 77 lb down and 61 lb up at 15-8-2, 77 lb down and 61 lb up at 17-8-2, 77 lb down and 61 lb up at 19-8-2, 77 lb down and 61 lb up at 21-8-2, 77 lb down
and 61 lb up at 23-8-2, 77 lb down and 61 lb up at 25-8-2, 77 lb down and 61 lb up at 27-8-2, 77 lb down and 61 lb up at 29-8-2, 77 lb down and 61 lb up at 31-8-2, and
77lb down and 61 lb up at 33-8-2, and 75 lb down and 61 lb up at 35-8-2 on top chord, and 4 lb down at 1-8-9, 38 lb down and 47 lb up at 3-8-10, 20 lb down and 22 lb
up at 5-8-2, 20 lb down and 22 lb up at 7-8-2, 20 lb down and 22 lb up at 9-8-2, 20 lb down and 22 lb up at 11-8-2, 20 lb down and 22 lb up at 13-8-2, 20 lb down and
22lb up at 15-8-2, 20 lb down and 22 lb up at 17-8-2, 20 lb down and 22 lb up at 19-8-2, 20 lb down and 22 lb up at 21-8-2, 20 lb down and 22 lb up at 23-8-2, 20 lbdown and 22 lb up at 25-8-2, 20 lb down and 22 lb up at 27-8-2, 20 lb down and 22 lb up at 29-8-2, 20 lb down and 22 lb up at 31-8-2, and 20 lb down and 22 lb up at
33-8-2, and 21 lb down and 22 lb up at 35-8-2 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-10=-61, 11-20=-20
Concentrated Loads(lb)
Vert: 19=1(B) 13=-0(B) 36=-1(B) 37=-0(B) 38=-0(B) 39=-0(B) 40=-0(B) 41=-0(B) 42=-0(B) 43=-0(B) 44=-0(B) 45=-0(B) 46=-0(B) 47=-0(B) 48=-0(B) 49=-0(B)
50=-0(B) 51=-2(B)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T17
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:072018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-z2xqDDPQvxrYJWRtDh_RUpFs0t3wMNud9U8fD?z6wGM
Scale=1:65.7
0 -1 -14
T1
T2
W6
B1
W3
W4 W5 W6 W5 W6 W5 W6 W5 W6 W5
W1
W2
T3
B3B2
1
2
3 4 5 6 7 8 9
17 16 15 14 13 12 11 10
18
19
20 21 22
3x4
6x6 4x8 5x8
3x4
3x10MT18H3x4
4x6
4x6
4x4 2x4
3x8
4x4
6x6
4x6
5x83x6
6-10-14
6-10-14
12-8-9
5-9-11
18-8-0
5-11-7
24-7-6
5-11-7
30-6-13
5-11-7
36-8-0
6-1-3
3-7-3
3-7-3
6-10-14
3-3-11
12-8-9
5-9-11
18-8-0
5-11-7
24-7-6
5-11-7
30-6-13
5-11-7
36-8-0
6-1-3
1 -1 -0
4 -4 -9
4 -6 -7
4 -4 -9
6.0012
PlateOffsets(X,Y)-- [3:0-3-4,0-0-12], [10:Edge,0-1-8], [11:0-3-8,0-2-8], [12:0-3-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.76
0.90
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.57
0.16
(loc)
13
13-15
10
l/defl
>999
>772
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 177 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*T1: 2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W5: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-15 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-2-15 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=1463/0-6-0(min. 0-2-13), 17=1408/0-6-0(min. 0-2-6)
Max Horz17=162(LC 13)Max Uplift10=-305(LC 13), 17=-200(LC 13)
MaxGrav10=1789(LC 34), 17=1508(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-19=-2454/384, 3-19=-2454/402, 3-20=-3587/605, 20-21=-3588/604, 4-21=-3595/603,
4-5=-3908/665, 5-6=-3908/665, 6-7=-3908/665, 7-8=-3449/600, 8-22=-2266/405,9-22=-2266/405, 9-10=-1732/332
BOT CHORD 16-17=-498/1867, 15-16=-442/2213, 14-15=-667/3587, 13-14=-667/3587,
12-13=-651/3457, 11-12=-425/2266
WEBS 2-16=-62/431, 3-15=-330/1689, 4-15=-868/260, 4-13=-111/423, 5-13=-398/171,
7-13=-99/543, 7-12=-686/220, 8-12=-269/1429, 8-11=-1386/344, 9-11=-472/2704,
2-17=-2159/361
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 6-10-14,Exterior(2) 6-10-14 to 12-1-2
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
10=305, 17=200.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T18
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:082018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RFVCQYQ2fEzPxg?3nPVg01n_EHSN5pkmO8tClSz6wGL
Scale=1:65.4
0 -1 -14
T1
T2
W7
B1
W3 W4
W5 W6 W7 W6 W7 W6 W7 W6
W1 W2
T3
B3B2
1
2
3 4 5 6 7 8
17 16 15 14 13 12 11 10 9
18
19
20
21 22 23 24 25
6x6 3x6 4x8
3x43x43x6
3x4
6x6 3x4 3x5
3x4 1.5x4
4x8
4x4
6x6
4x6
4x6
5-1-3
5-1-3
9-10-14
4-9-11
16-5-7
6-6-9
23-1-11
6-8-5
29-10-0
6-8-5
36-8-0
6-10-1
5-1-3
5-1-3
9-10-14
4-9-11
16-5-7
6-6-9
23-1-11
6-8-5
29-10-0
6-8-5
36-8-0
6-10-1
1 -1 -0
5 -10
-9
6 -0 -7
5 -10
-9
6.0012
PlateOffsets(X,Y)-- [9:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.92
0.76
0.90
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.45
0.11
(loc)
11-13
11-13
9
l/defl
>999
>973
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 169 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-11-7 oc bracing.
WEBS 1 Row at midpt 8-9, 4-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)9=1456/0-6-0(min. 0-2-13), 17=1385/0-6-0(min. 0-2-5)
Max Horz17=229(LC 13)Max Uplift9=-303(LC 13), 17=-154(LC 13)
MaxGrav9=1807(LC 34), 17=1455(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-2211/347, 18-19=-2176/350, 19-20=-2163/362, 2-20=-2147/365, 2-3=-2322/401,
3-21=-2829/469, 21-22=-2830/468, 4-22=-2832/468, 4-23=-2669/431, 5-23=-2669/431,5-24=-2669/431, 6-24=-2669/431, 6-7=-2669/431, 7-25=-1813/321, 8-25=-1813/321,
8-9=-1745/332, 1-17=-1396/270
BOT CHORD 16-17=-307/311, 15-16=-551/1946, 14-15=-473/2068, 13-14=-473/2068, 12-13=-540/2829,
11-12=-540/2829, 10-11=-354/1813
WEBS 2-15=-274/203, 3-15=-15/279, 3-13=-219/1005, 4-13=-521/227, 5-11=-451/185,
7-11=-205/1115, 7-10=-1353/348, 8-10=-396/2330, 1-16=-248/1836
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 9-10-14,Exterior(2) 9-10-14 to 15-1-2
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
9=303, 17=154.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T19
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:092018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-vR3bduRgQY5GZqaGK60vZEKA?hqqqIpvcodlHuz6wGK
Scale=1:65.4
0 -1 -14
T1
T2
W8
B1
W3 W4
W5
W6
W7 W6 W7 W6
W1
W2
T3
B3B2
1
2
3 4 5 6 7
15 14 13 12 11 10 9 8
16
17
18
19
2021 22
6x6 3x6 5x6
3x53x43x6
3x4
6x6 3x4
1.5x4
3x10
3x4
5x6
4x6
3x6
6-7-3
6-7-3
12-10-14
6-3-11
20-8-3
7-9-5
28-7-3
7-11-1
36-8-0
8-0-13
6-7-3
6-7-3
12-10-14
6-3-11
20-8-3
7-9-5
28-7-3
7-11-1
36-8-0
8-0-13
1 -1 -0
7 -4 -9
7 -6 -7
7 -4 -9
6.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-8], [8:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.86
0.62
0.78
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.40
0.08
(loc)
11
11-13
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 172 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF 1650F 1.5E*Except*T1: 2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W8,W4,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-8-2 oc bracing.
WEBS 1 Row at midpt 7-8, 3-11, 6-9
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=1447/0-6-0(min. 0-2-14), 15=1364/0-6-0(min. 0-2-5)Max Horz15=291(LC 13)
Max Uplift8=-299(LC 13), 15=-156(LC 16)
MaxGrav8=1824(LC 34), 15=1472(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-16=-2272/331, 16-17=-2192/340, 17-18=-2174/345, 2-18=-2116/360, 2-19=-2115/354,3-19=-2042/384, 3-20=-2257/407, 20-21=-2258/407, 4-21=-2260/407, 4-5=-2257/406,
5-6=-2257/406, 6-22=-1651/313, 7-22=-1651/313, 7-8=-1752/334, 1-15=-1403/269
BOT CHORD 14-15=-385/409, 13-14=-588/1961, 12-13=-473/1866, 11-12=-473/1866, 10-11=-332/1651,
9-10=-332/1651
WEBS 2-13=-518/197, 3-13=-25/432, 3-11=-166/532, 4-11=-745/245, 6-11=-178/813,
6-9=-1286/351, 7-9=-361/2180, 1-14=-205/1750
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 12-10-14,Exterior(2) 12-10-14 to
18-1-2zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
8=299, 15=156.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T20
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:102018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-NddzrERIBsD7A_9SuqX86StJs59EZmn3rSMJqKz6wGJ
Scale=1:69.0
0 -1 -14
T2
T3
W7
B1
W3
W4 W5
W6
W7 W6 W7 W6
W1
W2
T1
T4
B3B2
1
2
3
4 5 6 7 8
16 15 14 13 12 11 10 9
17
18
19
20
21 22
3x6
6x6 3x6 5x6
3x44x43x6
3x4
4x6 3x4
1.5x4
4x8
3x4
5x6
4x6
3x6
8-1-3
8-1-3
15-10-14
7-9-11
22-8-3
6-9-5
29-7-3
6-11-1
36-8-0
7-0-13
8-1-3
8-1-3
15-10-14
7-9-11
22-8-3
6-9-5
29-7-3
6-11-1
36-8-0
7-0-13
1 -1 -0
8 -10
-9
9 -0 -7
8 -10
-9
6.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-8], [9:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.98
0.67
0.67
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.31
0.07
(loc)
15-16
13-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 185 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*T2: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W1: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-6-2 oc bracing.
WEBS 1 Row at midpt 8-9, 3-13, 4-11, 5-11, 7-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)9=1435/0-6-0(min. 0-2-12), 16=1346/0-6-0(min. 0-2-5)
Max Horz16=354(LC 13)Max Uplift9=-294(LC 13), 16=-182(LC 16)
MaxGrav9=1755(LC 34), 16=1476(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-2364/326, 17-18=-2278/328, 2-18=-2273/330, 2-3=-2149/351, 3-19=-1826/330,
19-20=-1797/332, 4-20=-1751/367, 4-21=-1682/367, 5-21=-1685/367, 5-6=-1682/366,6-7=-1682/366, 7-22=-1172/285, 8-22=-1172/285, 8-9=-1693/323, 1-16=-1398/269
BOT CHORD 15-16=-466/509, 14-15=-608/2038, 13-14=-608/2038, 12-13=-459/1568, 11-12=-459/1568,
10-11=-275/1172
WEBS 3-13=-735/251, 4-13=-49/539, 4-11=-328/217, 5-11=-646/215, 7-11=-197/813,
7-10=-1287/350, 8-10=-317/1843, 1-15=-144/1769
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 15-10-14,Exterior(2) 15-10-14 to
21-1-2zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)9=294, 16=182.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T21
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:122018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-K0ljGwTZjTTrQIJr0EacBtyi2usK1eGMJmrQuDz6wGH
Scale=1:74.8
0 -1 -14
0 -1 -14
T2
T3 T5
B1
W3 W4
W5
W6 W7
W8
W9
W8
W9 W8 W7
W1
W2
W11
W10
T1
T4
B1B2
1
2
3
4
5 6 7 8 9 10
20 19 18 17 16 15 14 13 12 11
21
22
23
24
3x6
6x6
3x6 5x6
3x4 3x6
3x4
6x6 3x4
3x4
3x4 3x4
3x4 1.5x4
6x8
6x6
4x6
5x6
4x4
3x6
6-5-15
6-5-15
12-8-7
6-2-7
18-10-14
6-2-7
24-2-6
5-3-8
29-7-10
5-5-4
34-11-2
5-3-8
36-8-0
1-8-14
6-5-15
6-5-15
12-8-7
6-2-7
18-10-14
6-2-7
24-2-6
5-3-8
29-7-10
5-5-4
34-11-2
5-3-8
36-8-0
1-8-14
1 -1 -0
10
-4 -9
10
-6 -7
9 -8 -0
10
-4 -9
6.0012
PlateOffsets(X,Y)-- [10:Edge,0-1-12], [11:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.81
0.57
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.29
0.08
(loc)
18
16-18
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 229 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W5,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-7 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-6-12 oc bracing.
WEBS 1 Row at midpt 4-16, 5-14, 6-13, 8-13, 9-12, 10-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)20=1330/0-6-0(min. 0-2-5), 11=1406/0-6-0(min. 0-2-8)Max Horz20=399(LC 13)
Max Uplift20=-202(LC 16), 11=-238(LC 13)
MaxGrav20=1476(LC 38), 11=1582(LC 37)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-21=-2345/314, 2-21=-2261/319, 2-3=-2215/333, 3-22=-2108/330, 4-22=-1900/360,4-23=-1563/335, 5-23=-1473/364, 5-6=-1260/349, 6-24=-912/292, 7-24=-912/292,
7-8=-912/292, 8-9=-915/293, 9-10=-313/240, 1-20=-1410/254, 10-11=-1528/332
BOT CHORD 19-20=-500/490, 18-19=-609/2039, 17-18=-537/1794, 16-17=-537/1794, 15-16=-419/1316,
14-15=-419/1316, 13-14=-361/1257, 12-13=-135/257
WEBS 3-18=-293/160, 4-18=-15/364, 4-16=-800/247, 5-16=-118/725, 5-14=-462/127,
6-14=-50/512, 6-13=-775/191, 8-13=-512/167, 9-13=-292/1443, 9-12=-1430/429,
1-19=-160/1859, 10-12=-277/1453
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 18-10-14,Exterior(2) 18-10-14 to
36-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
20=202, 11=238.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T22
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:132018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-oCJ5TGUBUnbi1Ru1Zy5rj4VrKIBpm7cVXQbzQfz6wGG
Scale=1:80.1
0 -1 -14
0 -1 -14
T2
T3
T4
B1
W3
W4 W5
W6 W7
W8
W9 W8 W7
W1
W2
W11
W10
T1
B3B2
1
2
3
4
5 6 7
8
17 16 15 14 13 12 11 10 9
18
19
20
21 22 23
3x6
6x6 6x6
4x4 3x6
3x4
5x6
3x4
3x4
3x5
1.5x4
5x8 4x6
4x6
3x4
5x6
3x6
7-5-15
7-5-15
14-8-7
7-2-7
21-10-14
7-2-7
26-11-0
5-0-2
31-11-2
5-0-2
36-8-0
4-8-14
7-5-15
7-5-15
14-8-7
7-2-7
21-10-14
7-2-7
26-11-0
5-0-2
31-11-2
5-0-2
36-8-0
4-8-14
1 -1 -0
11
-10
-9
12
-0 -7
9 -8 -0 11
-10
-9
6.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-8], [8:Edge,0-1-12], [9:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.84
0.61
0.67
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.32
0.08
(loc)
15-16
13-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 220 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W1: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 7-8-6 oc bracing.
WEBS 1 Row at midpt 2-15, 4-13, 5-11, 6-11, 7-10, 8-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)17=1314/0-6-0(min. 0-2-5), 9=1361/0-6-0(min. 0-2-5)
Max Horz17=418(LC 13)Max Uplift17=-218(LC 16), 9=-138(LC 13)
MaxGrav17=1484(LC 38), 9=1475(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-2382/320, 2-18=-2299/342, 2-3=-2054/326, 3-19=-1994/336, 4-19=-1844/361,
4-20=-1428/329, 5-20=-1272/363, 5-6=-904/344, 6-21=-904/343, 21-22=-902/343,7-22=-901/344, 7-23=-514/290, 8-23=-620/268, 1-17=-1411/261, 8-9=-1435/342
BOT CHORD 16-17=-497/523, 15-16=-583/2063, 14-15=-491/1752, 13-14=-491/1752, 12-13=-356/1132,
11-12=-356/1132, 10-11=-204/511
WEBS 2-15=-421/195, 4-15=-18/458, 4-13=-930/289, 5-13=-144/825, 5-11=-681/164,
6-11=-521/173, 7-11=-235/1009, 7-10=-943/334, 1-16=-154/1836, 8-10=-272/1158
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 21-10-14,Exterior(2) 21-10-14 to
36-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)17=218, 9=138.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T23
TrussType
PiggybackBase
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:142018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-GPsUhcVpF4jZfbTD7fc4GI11FiXLVYuem4KWz5z6wGF
Scale=1:74.1
T2
T3
T4
B1
W3 W4
W5
W6 W7
W8
W9 W8 W7
W1
W2
W11
W10
T1
B3B2
1
2
3
4
5 6 7
8
17 16 15 14 13 12 11 10 9
18
19
20
21 22
3x6
5x6
4x4 3x6
3x4
6x6 3x4
3x4
3x5
5x6 1.5x4
5x8 5x6
6x6
3x4
5x6
3x6
7-1-11
7-1-11
13-11-13
6-10-3
20-10-0
6-10-3
26-11-0
6-1-0
33-0-0
6-1-0
36-8-0
3-8-0
7-1-11
7-1-11
13-11-13
6-10-3
20-10-0
6-10-3
26-11-0
6-1-0
33-0-0
6-1-0
36-8-0
3-8-0
1 -1 -0
11
-6 -0
9 -8 -0 11
-6 -0
6.0012
PlateOffsets(X,Y)-- [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:Edge,0-1-12], [9:Edge,0-1-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.83
0.60
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.30
0.08
(loc)
15-16
13-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 216 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-7-12 oc bracing.
WEBS 1 Row at midpt 4-13, 5-11, 6-11, 7-10, 8-9
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1320/0-6-0(min. 0-2-5), 9=1377/0-6-0(min. 0-2-5)Max Horz17=412(LC 13)
Max Uplift17=-212(LC 16), 9=-174(LC 13)
MaxGrav17=1481(LC 38), 9=1455(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-2369/315, 2-18=-2286/318, 2-3=-2226/336, 3-19=-2074/327, 4-19=-1864/360,4-20=-1474/331, 5-20=-1323/364, 5-21=-952/338, 6-21=-952/338, 6-22=-952/338,
7-22=-952/338, 7-8=-499/275, 1-17=-1409/258, 8-9=-1431/330
BOT CHORD 16-17=-494/514, 15-16=-591/2055, 14-15=-508/1768, 13-14=-508/1768, 12-13=-376/1173,
11-12=-376/1173, 10-11=-186/429
WEBS 3-15=-374/181, 4-15=-17/422, 4-13=-900/279, 5-13=-135/809, 5-11=-648/157,
6-11=-617/207, 7-11=-253/1102, 7-10=-1051/366, 1-16=-154/1840, 8-10=-289/1226
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 20-10-0,Exterior(2) 20-10-0 to 36-6-4
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
17=212, 9=174.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T24
TrussType
PiggybackBase
Qty
4
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:162018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-Cn_E5HW3nizGuvdcF4eYLj7NlV88zRsxDOpd1_z6wGD
Scale=1:82.1
T2
T3
T4
B1
B2 B3
B4
B5
W3
W5
W4 W6
W7 W8
W10
W9 W11
W12
W13 W12 W11
W1
W2
W15
W14T1
B6
12 3
4
5
6
7 8 9
10
2221 20
19 18 17
16 15 14 13 12 11
23
24
25
26 27
3x6
5x6
3x4
4x8
6x8
2x4
2x4
3x6
8x8
4x4
4x6
5x12
4x4
3x4
4x4
5x10 1.5x4
5x8 5x6
4x6
3x4
5x6
1-0-01-0-02-6-01-6-0 8-8-06-2-0 14-10-06-2-0 20-10-06-0-0 26-11-06-1-0 33-0-06-1-0 36-8-03-8-0
1-0-01-0-02-6-01-6-0 8-8-06-2-0 14-10-06-2-0 20-10-06-0-0 26-11-06-1-0 33-0-06-1-0 36-8-03-8-0
1 -1 -0
11
-6 -0
9 -8 -0
1 -0 -0
11
-6 -0
6.0012
PlateOffsets(X,Y)-- [7:0-7-4,0-2-8], [9:0-3-0,0-2-0], [10:Edge,0-1-12], [11:Edge,0-1-8], [17:0-2-12,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.83
0.96
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.44
0.24
(loc)
6
17-18
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 230 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPF No.2 *Except*W3,W5,W6,W7,W10,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-9 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-15, 7-13, 8-13, 9-12, 10-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)22=1320/0-6-0(min. 0-2-5), 11=1377/0-6-0(min. 0-2-5)Max Horz22=412(LC 13)
Max Uplift22=-212(LC 16), 11=-174(LC 13)
MaxGrav22=1481(LC 38), 11=1455(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1029/152, 2-3=-3304/746, 3-23=-2881/411, 4-23=-2752/437, 4-24=-2244/341,5-24=-2235/345, 5-6=-2031/375, 6-25=-2254/472, 7-25=-2122/500, 7-26=-952/338,
8-26=-952/338, 8-27=-952/338, 9-27=-952/338, 9-10=-499/275, 1-22=-1333/206,
10-11=-1431/330
BOT CHORD 21-22=-469/400, 20-21=-505/892, 19-20=-401/734, 3-19=-137/251, 18-19=-1190/3216,
17-18=-712/2525, 6-17=-577/253, 14-15=-375/1172, 13-14=-375/1172, 12-13=-186/429
WEBS 2-21=-990/161, 2-20=-899/523, 2-19=-994/2739, 3-18=-810/483, 4-18=0/389,
4-17=-736/242, 15-17=-358/1112, 7-17=-381/1465, 7-13=-642/154, 8-13=-618/207,
9-13=-254/1103, 9-12=-1050/365, 1-21=-148/1087, 10-12=-289/1226
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-9-12,Interior(1) 3-9-12 to 20-10-0,Exterior(2) 20-10-0 to 36-6-4
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)22=212, 11=174.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T25
TrussType
PiggybackBase
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:172018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-g_YcJdXhY?57W3Booo9nuwfWavTmiu85S2ZBaQz6wGC
Scale=1:79.9
T2
T3 T4
B1
B2 B3
B4
B5
W3
W5
W4 W6
W7 W8
W10
W9 W11
W12
W13 W12 W11
W1
W2
W15
W14
T1
B6
12 3
4
5
6
7 8 9
10
2221 20
19 18 17
16 15 14 13 12 11
23
24
25
26 2728
3x6
5x6
5x6
3x4
4x8
6x8
2x4
2x4 3x6
8x8
4x4
4x6
5x12
4x4
3x4
4x4
5x10 1.5x4
5x8 4x6
4x6
4x4
1-0-01-0-02-6-01-6-0 8-8-06-2-0 14-10-06-2-0 20-10-06-0-0 26-11-06-1-0 33-0-06-1-0 35-8-02-8-0
1-0-0
1-0-0
2-6-0
1-6-0
8-8-0
6-2-0
14-10-0
6-2-0
20-10-0
6-0-0
26-11-0
6-1-0
33-0-0
6-1-0
35-8-0
2-8-0
1 -1 -0
11
-6 -0
10
-2 -0
1 -0 -0
11
-6 -0
6.0012
PlateOffsets(X,Y)-- [7:0-7-4,0-2-8], [9:0-3-0,0-2-0], [10:Edge,0-1-12], [11:Edge,0-3-8], [17:0-2-12,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.95
0.93
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.42
0.23
(loc)
6
17-18
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 228 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPF No.2 *Except*W3,W5,W6,W7,W10,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-1-3 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 7-14, 7-13, 8-13, 9-12, 10-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)22=1282/0-6-0(min. 0-2-4), 11=1344/0-6-0(min. 0-2-4)Max Horz22=427(LC 13)
Max Uplift22=-208(LC 16), 11=-195(LC 13)
MaxGrav22=1443(LC 38), 11=1415(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1002/146, 2-3=-3216/730, 3-23=-2793/402, 4-23=-2664/428, 4-24=-2158/323,5-24=-2149/326, 5-6=-1945/356, 6-25=-2168/463, 7-25=-2036/492, 7-26=-858/319,
8-26=-858/319, 8-27=-858/319, 27-28=-858/319, 9-28=-858/319, 9-10=-403/267,
1-22=-1299/197, 10-11=-1400/297
BOT CHORD 21-22=-499/417, 20-21=-523/887, 19-20=-417/733, 3-19=-149/258, 18-19=-1208/3133,
17-18=-711/2447, 6-17=-577/253, 13-14=-372/1098, 12-13=-164/329
WEBS 2-21=-963/158, 2-20=-900/545, 2-19=-1009/2666, 3-18=-818/502, 4-18=-0/388,
4-17=-734/242, 14-17=-355/1041, 7-17=-380/1451, 7-13=-684/164, 8-13=-618/207,
9-13=-273/1147, 9-12=-1144/402, 1-21=-141/1058, 10-12=-303/1269
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-8-9,Interior(1) 3-8-9 to 20-10-0,Exterior(2) 20-10-0 to 35-6-4
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)22=208, 11=195.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T26
TrussType
PiggybackBase
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:192018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-cMgNkJYy4dMrlMLBwDCFzLlutj9J9m7OwM2HeJz6wGA
Scale=1:94.5
T2
T3
T4
B1
B2 B3
B4
B5
W3
W5
W4 W6
W7 W8
W10
W9 W11
W12
W13 W12 W11
W14 W15
W1
W2
W17
W16
T1
B6
1
2 3
4
5
6
7 8 9
10
11
242322
21 20 19
18 17 16 15 14 13 12
25
26
27
28 29
30 31
3x6
5x10 5x6
3x4
4x6
6x12
2x4
3x4
4x8
6x8
4x6
5x6
6x10
4x4
3x4
5x6
1.5x4
4x8 4x4
3x4
4x6
4x6
4x4
5x6
1-0-01-0-0
2-6-0
1-6-0
8-8-06-2-0 14-10-06-2-0 20-10-06-0-0 26-11-06-1-0 33-0-06-1-0 38-0-45-0-4 43-4-05-3-12
1-0-0
1-0-0
2-6-0
1-6-0
8-8-0
6-2-0
14-10-0
6-2-0
20-10-0
6-0-0
26-11-0
6-1-0
33-0-0
6-1-0
38-0-4
5-0-4
43-4-0
5-3-12
1 -1 -0
11
-6 -0
6 -4 -0
1 -0 -0
11
-6 -0
6.0012
PlateOffsets(X,Y)-- [3:0-1-12,0-1-12], [7:0-7-8,0-2-8], [9:0-3-0,0-2-0], [12:Edge,0-3-8], [21:0-3-8,0-0-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.77
0.93
0.98
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.50
0.28
(loc)
6
19-20
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 284 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B3,B5,B6: 2x6SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W5,W6,W7,W10,W1,W2,W17: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
9-3-2 oc bracing: 22-232-2-0 oc bracing: 20-21
8-10-5 oc bracing: 19-20.
WEBS 1 Row at midpt 7-17, 7-16, 8-16, 9-14, 10-13, 11-12
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)24=1570/0-6-0(min. 0-2-12), 12=1599/0-6-0(min. 0-2-14)Max Horz24=315(LC 13)
Max Uplift24=-233(LC 16), 12=-139(LC 17)
MaxGrav24=1752(LC 38), 12=1838(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1221/194, 2-3=-4385/920, 3-25=-3573/556, 4-25=-3531/579, 4-26=-2881/489,
5-26=-2872/493, 5-27=-2759/507, 6-27=-2668/523, 6-7=-2890/661, 7-8=-1590/460,
8-28=-1590/460, 28-29=-1590/460, 9-29=-1590/460, 9-10=-1445/414, 10-30=-986/301,
30-31=-1084/286, 11-31=-1168/276, 1-24=-1576/258, 11-12=-1786/347
BOT CHORD 23-24=-309/289, 22-23=-404/1070, 21-22=-296/784, 3-21=-132/376, 20-21=-1168/4214,
19-20=-702/3159, 6-19=-576/253, 16-17=-366/1682, 15-16=-257/1215, 14-15=-257/1215,
13-14=-224/970
WEBS 2-23=-1197/196, 2-22=-905/375, 2-21=-959/3512, 3-20=-1170/471, 4-20=0/433,
4-19=-808/253, 17-19=-321/1494, 7-19=-387/1567, 7-16=-356/132, 8-16=-617/204,
9-16=-169/841, 9-14=-434/157, 10-14=-111/636, 10-13=-1018/272, 1-23=-193/1300,
11-13=-254/1469
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 4-5-12,Interior(1) 4-5-12 to 20-10-0,Exterior(2) 20-10-0 to 39-1-9,
Interior(1) 39-1-9 to 43-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T26
TrussType
PiggybackBase
Qty
2
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:192018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-cMgNkJYy4dMrlMLBwDCFzLlutj9J9m7OwM2HeJz6wGA
NOTES-
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 24=233, 12=139.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T27
TrussType
PiggybackBase
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:202018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-5YElxfZarwUiNWwNUwjUWZH2F7c5uEbX80nrAlz6wG9
Scale=1:80.7
T2
T3
T4
B1
W3 W4
W5
W6 W7
W8
W9 W8 W7
W10 W11
W1
W2
W13
W12
T1
B3B2
1
2
3
4
5 6 7
8
9
19 18 17 16 15 14 13 12 11 10
20
21
22
23 24
25
26
3x6
5x6
4x6 4x8
3x4
6x6 4x4
3x4
4x4
5x6
1.5x4
4x8 4x4
3x4
4x6
4x8
4x4
5x6
4x8
7-1-11
7-1-11
13-11-13
6-10-3
20-10-0
6-10-3
26-11-0
6-1-0
33-0-0
6-1-0
38-0-4
5-0-4
43-4-0
5-3-12
7-1-11
7-1-11
13-11-13
6-10-3
20-10-0
6-10-3
26-11-0
6-1-0
33-0-0
6-1-0
38-0-4
5-0-4
43-4-0
5-3-12
1 -1 -0
11
-6 -0
6 -4 -0
11
-6 -0
6.0012
PlateOffsets(X,Y)-- [5:0-3-0,0-2-0], [7:0-3-0,0-2-0], [10:Edge,0-3-8], [18:0-3-0,0-2-12]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.86
0.51
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.32
0.07
(loc)
17
15-17
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 273 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPF No.2 *Except*
W3,W2,W13: 2x4SPFStud,W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 9-9-7 oc bracing.
WEBS 1 Row at midpt 4-15, 5-14, 6-14, 7-12, 8-11, 9-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)19=1567/Mechanical, 10=1596/0-6-0(min. 0-2-14)
Max Horz19=313(LC 13)Max Uplift19=-232(LC 16), 10=-138(LC 17)
MaxGrav19=1749(LC 38), 10=1835(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-20=-2855/416, 2-20=-2714/436, 2-21=-2626/433, 3-21=-2530/448, 3-4=-2417/466,
4-22=-2039/437, 5-22=-1887/470, 5-6=-1586/460, 6-23=-1586/460, 23-24=-1586/460,7-24=-1586/460, 7-8=-1441/414, 8-25=-984/301, 25-26=-1082/286, 9-26=-1166/276,
1-19=-1649/312, 9-10=-1783/347
BOT CHORD 18-19=-354/500, 17-18=-567/2489, 16-17=-502/2263, 15-16=-502/2263, 14-15=-367/1676,
13-14=-257/1211, 12-13=-257/1211, 11-12=-224/968
WEBS 2-17=-311/175, 4-17=-13/402, 4-15=-878/277, 5-15=-131/787, 5-14=-353/132,
6-14=-617/204, 7-14=-170/840, 7-12=-435/157, 8-12=-110/634, 8-11=-1015/272,
1-18=-215/2104, 9-11=-254/1466
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-2-12 to 4-6-12,Interior(1) 4-6-12 to 20-10-0,Exterior(2) 20-10-0 to 39-1-9,
Interior(1) 39-1-9 to 43-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)19=232, 10=138.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T28
TrussType
PiggybackBase
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:222018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-1xLVMLbqMYkQcq4mbLlyb_NPCwG1MF7qcJGxFez6wG7
Scale=1:97.5
T2
T3
T2
B1
W1 W2
W3
W4 W5
W6
W7
W6
W5 W8
W9
W10 W11
HW2
T1 T4
B3B1B2
HW11
2
3 4
5
6 7 8
9
10
11
12
22 21 20 19 18 17 16 15 14 13
30
31
32 33
34 35 3637
38 39 40
41
4x6
6x6
4x6
5x12MT18H
4x6
4x62x4 4x8
6x6 2x4
2x4 6x84x64x6
7-1-11
7-1-11
13-11-13
6-10-3
20-10-0
6-10-3
26-11-0
6-1-0
33-0-0
6-1-0
40-0-3
7-0-3
47-0-5
7-0-3
54-4-0
7-3-11
7-1-11
7-1-11
13-11-13
6-10-3
20-10-0
6-10-3
26-11-0
6-1-0
33-0-0
6-1-0
40-0-3
7-0-3
47-0-5
7-0-3
54-4-0
7-3-11
1 -1 -0
11
-6 -0
0 -10
-0
11
-6 -0
6.0012
PlateOffsets(X,Y)-- [1:0-6-14,Edge], [12:0-0-0,0-1-11]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.83
0.61
0.45
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.48
0.16
(loc)
19
17-19
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 364 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W1,W11: 2x4SPFStudWEDGE
Right: 2x4SPFStud
SLIDER Left 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-19, 6-17, 7-17, 8-17, 9-16
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=1985/Mechanical, 12=1984/0-6-0(min. 0-1-13)
Max Horz1=-194(LC 17)Max Uplift1=-255(LC 16), 12=-260(LC 17)
MaxGrav1=2226(LC 38), 12=2221(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1594/149, 2-30=-3810/592, 3-30=-3689/624, 3-4=-3645/629, 4-31=-3617/632,
31-32=-3585/637, 32-33=-3520/654, 5-33=-3451/659, 5-6=-3071/660, 6-34=-2696/657,
34-35=-2696/657, 7-35=-2696/657, 7-36=-2696/657, 36-37=-2696/657, 8-37=-2696/657,
8-9=-3100/663, 9-38=-3519/671, 38-39=-3546/668, 39-40=-3672/650, 10-40=-3705/646,
10-11=-3756/637, 11-41=-3967/655, 12-41=-4084/637
BOT CHORD 1-22=-466/3300, 21-22=-466/3300, 20-21=-417/3206, 19-20=-417/3206, 18-19=-266/2593,
17-18=-266/2593, 16-17=-255/2618, 15-16=-416/3285, 14-15=-416/3285,
13-14=-486/3557, 12-13=-486/3557
WEBS 5-21=-11/387, 5-19=-910/281, 6-19=-133/791, 6-17=-147/509, 7-17=-601/199,
8-17=-148/471, 8-16=-136/834, 9-16=-972/291, 9-14=-15/448, 11-14=-388/200
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 5-5-3,Interior(1) 5-5-3 to 20-10-0,Exterior(2) 20-10-0 to 40-8-3,Interior(1) 40-8-3 to 54-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.
7)All plates are 4x4MT20 unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9) Refer to girder(s) for truss to trussconnections.
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T28
TrussType
PiggybackBase
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:222018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-1xLVMLbqMYkQcq4mbLlyb_NPCwG1MF7qcJGxFez6wG7
NOTES-
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=255, 12=260.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T29
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:242018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-zKTFn1c4u9_8s8E8jmnQgPSkMkxLq9l73dl2JWz6wG5
Scale=1:99.4
0 -1 -14
0 -1 -14
T2
T3
T2
B1
W1 W2 W3
W4 W5
W6
W7
W6
W5 W4
W3 W2 W1HW1
T1 T4
B4B3B2 HW2
1
2
3
4
5
6 7 8
9
10
11
12
22 21 20 19 18 17 16 15 14 13
30
31
32
33 34 35 36
37 38
39
5x6
6x6 6x6
4x6
5x12MT18H
4x6
4x62x4 4x8
2x4
2x4 6x85x6
4x6
7-2-5
7-2-5
14-7-6
7-5-0
22-0-6
7-5-0
26-11-0
4-10-10
31-9-10
4-10-10
39-2-10
7-5-0
46-7-11
7-5-0
54-4-0
7-8-5
7-2-5
7-2-5
14-7-6
7-5-0
22-0-6
7-5-0
26-11-0
4-10-10
31-9-10
4-10-10
39-2-10
7-5-0
46-7-11
7-5-0
54-4-0
7-8-5
1 -1 -0
11
-11
-5
12
-1 -3
0 -10
-0
11
-11
-5
6.0012
PlateOffsets(X,Y)-- [1:0-6-14,Edge], [12:0-0-0,0-1-7]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.85
0.62
0.51
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.49
0.16
(loc)
16
15-16
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 370 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W1: 2x4SPFStudWEDGE
Right: 2x4SPFStud
SLIDER Left 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-21, 5-19, 6-18, 7-18, 8-18, 9-16, 11-15
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=1973/Mechanical, 12=1972/0-6-0(min. 0-1-14)
Max Horz1=-203(LC 17)Max Uplift1=-266(LC 16), 12=-271(LC 17)
MaxGrav1=2252(LC 38), 12=2246(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1616/144, 2-30=-3867/585, 3-30=-3745/618, 3-4=-3686/617, 4-31=-3633/620,
31-32=-3629/620, 5-32=-3492/643, 5-6=-3077/645, 6-33=-2667/642, 33-34=-2668/641,
7-34=-2669/641, 7-35=-2669/641, 35-36=-2668/641, 8-36=-2667/642, 8-9=-3096/648,
9-37=-3564/655, 37-38=-3692/633, 10-38=-3705/632, 10-11=-3775/628, 11-39=-4023/648,
12-39=-4140/628
BOT CHORD 1-22=-494/3349, 21-22=-494/3349, 20-21=-395/3246, 19-20=-395/3246, 18-19=-243/2607,
17-18=-234/2626, 16-17=-234/2626, 15-16=-391/3302, 14-15=-472/3604,
13-14=-472/3604, 12-13=-472/3604
WEBS 5-21=-3/427, 5-19=-929/294, 6-19=-138/781, 6-18=-137/460, 7-18=-507/157,
8-18=-138/423, 8-16=-144/829, 9-16=-984/301, 9-15=-15/487, 11-15=-446/214
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 5-5-3,Interior(1) 5-5-3 to 22-0-6,Exterior(2) 22-0-6 to 39-2-10,Interior(1) 39-2-10 to 54-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.
7)All plates are 4x4MT20 unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9) Refer to girder(s) for truss to trussconnections.
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T29
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:242018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-zKTFn1c4u9_8s8E8jmnQgPSkMkxLq9l73dl2JWz6wG5
NOTES-
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 1=266, 12=271.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T30
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:252018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RW1e_MdifT6?THpLGTIfDc?xY8H9ZcDGIHVcsyz6wG4
Scale=1:97.9
0 -1 -14
0 -1 -14
T2
T3
T2
B1
W1 W2
W3 W4 W5 W6
W7
W6 W5 W4 W3
W2 W1
HW1
T1 T4
B3B1B2 HW2
1
2 3
4
5
6 7 8
9
10
11
12
22 21 20 19 18 17 16 15 14 13
30 31
32
33
34 35
36
37
38
39
5x6
6x6 6x6
4x6
5x12
4x6
4x62x4 4x8
2x4
2x4 6x84x64x6
6-2-7
6-2-7
12-7-7
6-4-15
19-0-6
6-4-15
26-11-0
7-10-10
34-9-10
7-10-10
41-2-9
6-4-15
47-7-9
6-4-15
54-4-0
6-8-7
6-2-7
6-2-7
12-7-7
6-4-15
19-0-6
6-4-15
26-11-0
7-10-10
34-9-10
7-10-10
41-2-9
6-4-15
47-7-9
6-4-15
54-4-0
6-8-7
1 -1 -0
10
-5 -5
10
-7 -3
0 -10
-0
10
-5 -5
6.0012
PlateOffsets(X,Y)-- [1:0-6-14,Edge], [12:0-0-0,0-1-11]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.76
0.58
0.50
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.49
0.15
(loc)
17
16-17
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 355 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W1,W2,W3: 2x4SPFStudWEDGE
Right: 2x4SPFStud
SLIDER Left 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-4-8 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-19, 7-17, 9-16
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=2003/Mechanical, 12=2002/0-6-0(min. 0-1-13)
Max Horz1=-177(LC 17)Max Uplift1=-238(LC 16), 12=-244(LC 17)
MaxGrav1=2187(LC 38), 12=2182(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1576/188, 2-30=-3692/597, 3-30=-3587/625, 3-31=-3614/645, 4-31=-3560/651,
4-32=-3551/653, 32-33=-3520/657, 5-33=-3420/674, 5-6=-3104/674, 6-34=-3003/695,
7-34=-3004/694, 7-35=-3004/694, 8-35=-3003/695, 8-9=-3138/680, 9-36=-3514/690,
36-37=-3610/673, 10-37=-3635/671, 10-38=-3654/667, 11-38=-3708/659,
11-39=-3879/662, 12-39=-3996/645
BOT CHORD 1-22=-472/3196, 21-22=-472/3196, 20-21=-449/3176, 19-20=-449/3176, 18-19=-310/2698,
17-18=-310/2698, 16-17=-302/2730, 15-16=-447/3251, 14-15=-447/3251,
13-14=-503/3481, 12-13=-503/3481
WEBS 5-21=-4/313, 5-19=-791/255, 6-19=-104/716, 6-17=-176/666, 7-17=-832/267,
8-17=-175/623, 8-16=-109/768, 9-16=-853/262, 9-14=-17/382, 11-14=-297/178
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 5-5-3,Interior(1) 5-5-3 to 19-0-6,Exterior(2) 19-0-6 to 42-5-13,Interior(1) 42-5-13 to 54-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)All plates are 4x4MT20 unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
1=238, 12=244.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T30
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:252018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RW1e_MdifT6?THpLGTIfDc?xY8H9ZcDGIHVcsyz6wG4
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T31
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:272018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-Nv9OP2fzB4MjjbyjOuL7I14IUx_W1SoZlb_iwrz6wG2
Scale=1:99.8
0 -1 -14
0 -1 -14
T2
T3
T2
B1
W1 W2
W3 W4
W5 W6
W7
W6
W7
W6 W5
W4 W3
W2 W1
HW1
T1
T4
T5
B4B3B2 HW2
1
2 3
4
5
6 7 8 9 10
11
12
13
14
25 24 23 22 21 20 19 18 17 16 15
33 34
35
36 37 38 39
40
41
42
5x6
6x6 4x6
4x6
5x12
4x6
4x62x4
2x4
4x8
6x6
2x4 6x84x65x6
5-2-7
5-2-7
10-7-7
5-4-15
16-0-6
5-4-15
23-2-14
7-2-8
30-7-2
7-4-4
37-9-10
7-2-8
43-2-9
5-4-15
48-7-9
5-4-15
54-4-0
5-8-7
5-2-7
5-2-7
10-7-7
5-4-15
16-0-6
5-4-15
23-2-14
7-2-8
30-7-2
7-4-4
37-9-10
7-2-8
43-2-9
5-4-15
48-7-9
5-4-15
54-4-0
5-8-7
1 -1 -0
8 -11
-5
9 -1 -3
0 -10
-0
8 -11
-5
6.0012
PlateOffsets(X,Y)-- [1:0-6-14,Edge], [14:0-0-0,0-1-7]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.66
0.52
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.55
0.15
(loc)
19-21
19-21
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 357 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*
W1,W2,W3: 2x4SPFStudWEDGE
Right: 2x4SPFStud
SLIDER Left 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-9 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-21, 7-19, 9-19
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)1=2033/Mechanical, 14=2031/0-6-0(min. 0-1-13)
Max Horz1=-150(LC 17)Max Uplift1=-207(LC 16), 14=-213(LC 17)
MaxGrav1=2173(LC 2), 14=2173(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1509/222, 2-33=-3545/596, 3-33=-3445/618, 3-34=-3596/666, 4-34=-3565/673,
4-35=-3557/675, 5-35=-3526/692, 5-6=-3364/694, 6-36=-3727/740, 7-36=-3730/740,
7-37=-3738/739, 8-37=-3738/739, 8-38=-3738/739, 9-38=-3738/739, 9-39=-3740/740,
10-39=-3738/741, 10-11=-3416/703, 11-40=-3651/712, 12-40=-3678/696,
12-41=-3682/693, 13-41=-3720/685, 13-42=-3778/674, 14-42=-3898/647
BOT CHORD 1-25=-484/3052, 24-25=-484/3052, 23-24=-487/3189, 22-23=-487/3189, 21-22=-367/2994,
20-21=-442/3727, 19-20=-442/3727, 18-19=-363/3043, 17-18=-491/3290,
16-17=-491/3290, 15-16=-525/3384, 14-15=-525/3384
WEBS 3-24=-71/304, 5-22=-642/214, 6-22=-82/597, 6-21=-232/1136, 7-21=-716/267,
9-19=-696/226, 10-19=-227/1077, 10-18=-88/659, 11-18=-712/220, 11-16=-15/285
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 5-2-7,Interior(1) 5-2-7 to 16-0-6,Exterior(2) 16-0-6 to 45-5-13,Interior(1) 45-5-13 to 54-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)All plates are 4x4MT20 unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
1=207, 14=213.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T31
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:272018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-Nv9OP2fzB4MjjbyjOuL7I14IUx_W1SoZlb_iwrz6wG2
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T32
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:282018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-s5jmdOfbyOUaKlXvycsMqFcYhLKjmrqi_FjGSHz6wG1
Scale=1:98.0
0 -1 -14
0 -1 -14
T1
T2
T4
B1
W1 W2
W3 W4 W5 W4 W5 W4 W5 W4 W3
W2 W1
HW1
T3
B3B1B2 HW2
1
2 3
4 5 6 7 8 9
10
11
21 20 19 18 17 16 15 14 13 12
29
30
31 32 33 34 35
36 37 38 39
5x12
4x6
6x6 4x6
6x64x6
4x4
2x4 4x4 4x6
4x4
4x8
2x4
4x4
4x6
6x6
4x4
4x4
2x44x66x6
6-4-13
6-4-13
13-0-6
6-7-9
19-10-13
6-10-7
26-11-0
7-0-3
33-11-3
7-0-3
40-9-10
6-10-7
47-5-3
6-7-9
54-4-0
6-10-13
6-4-13
6-4-13
13-0-6
6-7-9
19-10-13
6-10-7
26-11-0
7-0-3
33-11-3
7-0-3
40-9-10
6-10-7
47-5-3
6-7-9
54-4-0
6-10-13
1 -1 -0
7 -5 -5
7 -7 -3
0 -10
-0
7 -5 -5
6.0012
PlateOffsets(X,Y)-- [1:0-5-8,Edge], [4:0-3-8,0-3-0], [9:0-3-4,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.38
0.53
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.26
-0.59
0.17
(loc)
16
16-18
11
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 369 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W2,W4: 2x4SPF No.2WEDGE
Right: 2x4SPFStud
SLIDER Left 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-3 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=2064/Mechanical, 11=2061/0-6-0(min. 0-1-13)
Max Horz1=-124(LC 17)Max Uplift1=-221(LC 13), 11=-218(LC 12)
MaxGrav1=2173(LC 2), 11=2173(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1596/248, 2-29=-3650/638, 29-30=-3610/661, 3-30=-3521/667, 3-4=-3678/688,
4-31=-4374/796, 5-31=-4376/796, 5-32=-4693/834, 32-33=-4693/834, 6-33=-4693/834,
6-7=-4693/834, 7-34=-4693/834, 8-34=-4693/834, 8-35=-4416/802, 9-35=-4414/803,
9-10=-3766/707, 10-36=-3794/712, 36-37=-3806/707, 37-38=-3820/695, 38-39=-3904/685,
11-39=-3944/680
BOT CHORD 1-21=-527/3141, 20-21=-527/3141, 19-20=-426/3297, 18-19=-426/3297, 17-18=-565/4374,
16-17=-565/4374, 15-16=-551/4413, 14-15=-426/3366, 13-14=-426/3366,
12-13=-563/3417, 11-12=-563/3417
WEBS 3-20=-346/299, 4-20=-21/365, 4-18=-304/1542, 5-18=-982/304, 5-16=-117/509,
6-16=-455/195, 8-16=-113/458, 8-15=-946/301, 9-15=-300/1499, 9-13=-31/454,
10-13=-535/220
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 5-5-3,Interior(1) 5-5-3 to 13-0-6,Exterior(2) 13-0-6 to 48-5-13,
Interior(1) 48-5-13 to 54-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
1=221, 11=218.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T32
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:282018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-s5jmdOfbyOUaKlXvycsMqFcYhLKjmrqi_FjGSHz6wG1
NOTES-
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T33
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:302018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-oUqX24hrU?kHa3hI30uqvgiw792BEoh?RZCNXAz6wG?
Scale:1/8"=1'
0 -1 -14
0 -1 -14
T1
T2
T5
B1
W1 W2
W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3
W2 W1
HW1
T4T3
B4B3B2
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
32
33
34 35 36 37 38
39
8x8 6x8
5x86x8
4x4
3x6
5x6
4x8
3x6
5x6
8x8
4x4
3x68x8
6x8
6x8
8x8
4-10-15
4-10-15
10-0-6
5-1-7
15-6-12
5-6-6
21-2-14
5-8-2
26-11-0
5-8-2
32-7-2
5-8-2
38-3-4
5-8-2
43-9-10
5-6-6
48-11-1
5-1-7
54-4-0
5-4-15
4-10-15
4-10-15
10-0-6
5-1-7
15-6-12
5-6-6
21-2-14
5-8-2
26-11-0
5-8-2
32-7-2
5-8-2
38-3-4
5-8-2
43-9-10
5-6-6
48-11-1
5-1-7
54-4-0
5-4-15
1 -1 -0
5 -11
-5
6 -1 -3
0 -10
-0
5 -11
-5
6.0012
PlateOffsets(X,Y)-- [1:0-8-2,0-0-6], [1:0-0-6,0-0-3], [3:0-4-12,0-3-0], [11:0-6-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.19
0.33
0.74
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.30
-0.67
0.15
(loc)
19
19
13
l/defl
>999
>970
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 433 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*T1,T5: 2x6SP 2400F 2.0E
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W4: 2x4SPF No.2
WEDGE
Left: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-1 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=2091/0-6-0(min. 0-1-13), 1=2094/Mechanical
Max Horz1=-97(LC 17)Max Uplift13=-276(LC 12), 1=-280(LC 13)
MaxGrav13=2173(LC 2), 1=2173(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-32=-3582/633, 2-32=-3560/654, 2-33=-3928/679, 3-33=-3927/703, 3-34=-4973/864,
4-34=-4978/863, 4-35=-5760/965, 5-35=-5760/965, 5-36=-5979/996, 6-36=-5979/996,
6-7=-5979/996, 7-37=-5979/996, 8-37=-5979/996, 8-9=-5801/969, 9-10=-5801/969,
10-38=-5063/874, 11-38=-5058/875, 11-12=-4065/729, 12-39=-3892/717,
13-39=-3949/694
BOT CHORD 1-25=-529/3126, 24-25=-529/3126, 23-24=-516/3533, 22-23=-516/3533, 21-22=-756/4972,
20-21=-894/5760, 19-20=-894/5760, 18-19=-865/5801, 17-18=-704/5056,
16-17=-483/3648, 15-16=-483/3648, 14-15=-578/3475, 13-14=-578/3475
WEBS 2-25=-341/127, 2-24=-132/475, 3-24=-13/254, 3-22=-387/2022, 4-22=-1347/347,
4-21=-235/1082, 5-21=-627/226, 5-19=-90/403, 7-19=-335/160, 8-19=-85/350,
8-18=-589/222, 10-18=-228/1027, 10-17=-1310/343, 11-17=-382/1980, 11-15=-21/342,
12-15=-303/258
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-0-0 to 5-5-3,Interior(1) 5-5-3 to 10-0-6,Exterior(2) 10-0-6 to 51-5-13,
Interior(1) 51-5-13 to 54-4-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates are 4x6MT20 unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8) Refer to girder(s) for truss to trussconnections.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T33
TrussType
Hip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:302018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-oUqX24hrU?kHa3hI30uqvgiw792BEoh?RZCNXAz6wG?
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 13=276, 1=280.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T34
TrussType
HipGirder
Qty
1
Ply
3
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:422018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RnZ3ZAqNfhFa0vccmY6ePCC?V_CD2H9mCR7?xTz6wFp
Scale:1/8"=1'
0 -1 -14
0 -1 -14
T1
T2
T4
B1
W1 W2 W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3 W2 W1HW1
T3T2
B4B3B2
1
2
3 4 5 6 7 8 9 10 11 12 13
14
15
29 28 27 26 25 24 23 22 21 20 19 18 17 16
36 37 38 39 40 41 4243 4445 46 47 48 49 50 51 52 53 54 55
56
57 58 59 6061 62 63 64 65 66 67 68 69 70 71 72 73 74 75
8x8 6x8
5x86x8
4x4
3x6 4x8
3x6 8x8
4x4
3x65x8
6x8
6x86x8
3-4-5
3-4-5
6-7-14
3-3-9
11-7-6
4-11-8
16-8-9
5-1-4
21-9-13
5-1-4
26-11-0
5-1-4
32-0-4
5-1-4
37-1-7
5-1-4
42-2-11
5-1-4
47-2-2
4-11-8
50-5-11
3-3-9
54-4-0
3-10-5
3-4-5
3-4-5
6-7-14
3-3-9
11-7-6
4-11-8
16-8-9
5-1-4
21-9-13
5-1-4
26-11-0
5-1-4
32-0-4
5-1-4
37-1-7
5-1-4
42-2-11
5-1-4
47-2-2
4-11-8
50-5-11
3-3-9
54-4-0
3-10-5
1 -1 -0
4 -3 -1
4 -4 -15
0 -10
-0
4 -3 -1
6.0012
PlateOffsets(X,Y)-- [1:0-0-6,0-5-7], [1:0-0-3,0-0-6], [3:0-4-0,0-3-4], [13:0-4-0,0-3-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.10
0.19
0.51
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.39
-0.58
0.09
(loc)
22
22
15
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 1276 lbFT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*T1,T4: 2x6SP 2400F 2.0E
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPFStudWEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)15=2984/0-6-0(min. 0-1-8), 1=3048/Mechanical
Max Horz1=-67(LC 13)
Max Uplift15=-1518(LC 8), 1=-1610(LC 9)MaxGrav15=3184(LC 2), 1=3258(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-4939/2535, 2-3=-5873/3134, 3-36=-8140/4429, 36-37=-8144/4430,
37-38=-8144/4430, 38-39=-8147/4432, 4-39=-8150/4433, 4-40=-10242/5570,
40-41=-10242/5570, 5-41=-10242/5570, 5-42=-11496/6249, 42-43=-11496/6249,
43-44=-11496/6249, 6-44=-11496/6249, 6-45=-11496/6249, 7-45=-11496/6249,
7-46=-11924/6466, 46-47=-11924/6466, 8-47=-11924/6466, 8-48=-11924/6466,
48-49=-11924/6466, 9-49=-11924/6466, 9-50=-11554/6257, 10-50=-11554/6257,
10-51=-11554/6257, 11-51=-11554/6257, 11-52=-10363/5594, 52-53=-10363/5594,
12-53=-10363/5594, 12-54=-8333/4470, 54-55=-8330/4468, 13-55=-8327/4467,
13-56=-6127/3198, 14-56=-6168/3213, 14-15=-5613/2793
BOT CHORD 1-29=-2200/4244, 28-29=-2200/4244, 28-57=-2845/5334, 57-58=-2845/5334,
58-59=-2845/5334, 27-59=-2845/5334, 27-60=-4390/8144, 26-60=-4390/8144,
26-61=-4390/8144, 25-61=-4390/8144, 25-62=-5532/10242, 62-63=-5532/10242,
63-64=-5532/10242, 24-64=-5532/10242, 24-65=-6211/11496, 23-65=-6211/11496,23-66=-6211/11496, 22-66=-6211/11496, 22-67=-6210/11554, 67-68=-6210/11554,
21-68=-6210/11554, 21-69=-5537/10363, 69-70=-5537/10363, 20-70=-5537/10363,
19-20=-4399/8327, 19-71=-4399/8327, 71-72=-4399/8327, 18-72=-4399/8327,18-73=-2861/5568, 73-74=-2861/5568, 17-74=-2861/5568, 17-75=-2426/4907,
16-75=-2426/4907, 15-16=-2426/4907
WEBS 2-29=-883/545, 2-28=-809/1469, 3-28=-200/281, 3-27=-1955/3602, 4-27=-2096/1252,4-25=-1416/2587, 5-25=-1337/836, 5-24=-846/1551, 7-24=-734/505, 7-22=-277/535,
8-22=-416/335, 9-22=-268/465, 9-21=-690/495, 11-21=-827/1474, 11-20=-1294/828,
12-20=-1399/2511, 12-18=-2050/1236, 13-18=-1934/3550, 13-17=-3/250, 14-17=-556/996, 14-16=-573/388
Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T34
TrussType
HipGirder
Qty
1
Ply
3
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:422018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-RnZ3ZAqNfhFa0vccmY6ePCC?V_CD2H9mCR7?xTz6wFp
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc.
Bottomchordsconnected as follows: 2x8- 2 rowsstaggered at 0-9-0 oc.Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to plyconnections have been provided
to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;
cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate
DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC
1608.3.4.6) Unbalancedsnowloads have been considered for this design.
7)Provide adequate drainage to preventwater ponding.
8)All plates are 4x6MT20 unless otherwiseindicated.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
10) Refer to girder(s) for truss to trussconnections.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 15=1518, 1=1610.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 98 lb down and 116 lb up at 3-5-0, 266 lb down and 313 lb up at
6-7-14, 110 lb down and 113 lb up at 7-1-6, 115 lb down and 113 lb up at 9-1-6, 115 lb down and 113 lb up at 11-1-6, 115 lb down and 113 lb up at 13-1-6, 115 lb down
and 113 lb up at 15-1-6, 115 lb down and 113 lb up at 17-1-6, 115 lb down and 113 lb up at 19-1-6, 115 lb down and 113 lb up at 21-1-6, 115 lb down and 113 lb up at
23-1-6, 115 lb down and 113 lb up at 25-1-6, 115 lb down and 113 lb up at 27-1-6, 115 lb down and 113 lb up at 29-1-6, 115 lb down and 113 lb up at 31-1-6, 115 lb
down and 113 lb up at 33-1-6, 115 lb down and 113 lb up at 35-1-6, 115 lb down and 113 lb up at 37-1-6, 115 lb down and 113 lb up at 39-1-6, 115 lb down and 113 lb
up at 41-1-6, 115 lb down and 113 lb up at 43-1-6, 115 lb down and 113 lb up at 45-1-6, and 266 lb down and 312 lb up at 47-2-2, and 110 lb down and 123 lb up at
49-6-2 on top chord, and 37 lb down at 3-5-0, 121 lb down and 9 lb up at 6-7-14, 41 lb down and 26 lb up at 7-1-6, 41 lb down and 26 lb up at 9-1-6, 41 lb down and 26
lb up at 11-1-6, 41 lb down and 26 lb up at 13-1-6, 41 lb down and 26 lb up at 15-1-6, 41 lb down and 26 lb up at 17-1-6, 41 lb down and 26 lb up at 19-1-6, 41 lb down
and 26 lb up at 21-1-6, 41 lb down and 26 lb up at 23-1-6, 41 lb down and 26 lb up at 25-1-6, 41 lb down and 26 lb up at 27-1-6, 41 lb down and 26 lb up at 29-1-6, 41lb down and 26 lb up at 31-1-6, 41 lb down and 26 lb up at 33-1-6, 41 lb down and 26 lb up at 35-1-6, 41 lb down and 26 lb up at 37-1-6, 41 lb down and 26 lb up at
39-1-6, 41 lb down and 26 lb up at 41-1-6, 41 lb down and 26 lb up at 43-1-6, 41 lb down and 26 lb up at 45-1-6, and 121 lb down and 10 lb up at 47-1-6, and 33 lb
down at 49-6-2 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-3=-51, 3-13=-61, 13-15=-51, 30-33=-20
Concentrated Loads(lb)Vert: 3=-169(F) 2=-43(F) 29=-23(F) 28=-85(F) 22=-24(F) 8=-33(F) 11=-33(F) 20=-24(F) 13=-168(F) 17=-84(F) 36=-36(F) 38=-33(F) 39=-33(F) 40=-33(F) 41=-33(F)
42=-33(F) 44=-33(F) 45=-33(F) 46=-33(F) 47=-33(F) 48=-33(F) 49=-33(F) 50=-33(F) 51=-33(F) 52=-33(F) 53=-33(F) 54=-33(F) 55=-33(F) 56=-39(F) 57=-24(F)
58=-24(F) 59=-24(F) 60=-24(F) 61=-24(F) 62=-24(F) 63=-24(F) 64=-24(F) 65=-24(F) 66=-24(F) 67=-24(F) 68=-24(F) 69=-24(F) 70=-24(F) 71=-24(F) 72=-24(F)
73=-24(F) 74=-24(F) 75=-23(F)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T35
TrussType
HalfHipGirder
Qty
1
Ply
2
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:472018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-olMycuuWUDtt6gUZZ5ip6FvpF?t5jSgVMiqmchz6wFk
Scale=1:62.4
0 -1 -10
T1
T2
W3
B1
W1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2
T3
B3B2HW112
3
4 5 6 7 8 9 10 11
20 19 18 17 16 15 14 13 12
25 26 27 28 29 3031 32 33 34 35 36 37 38 39
40 41 42 43 44 45 46 47 48 49 50 51
6x6 4x6 4x8
3x6
3x10MT18H
4x4
5x62x44x10
2x4 3x8
2x4
2x4
3x8 2x4
3x8 2x4
5x12
5x6
4-6-0
4-6-0
9-3-15
4-9-15
14-3-9
4-11-11
19-3-4
4-11-11
24-2-15
4-11-11
29-2-9
4-11-11
34-4-0
5-1-7
-1-2-12
1-2-12
4-6-0
4-6-0
9-3-15
4-9-15
14-3-9
4-11-11
19-3-4
4-11-11
24-2-15
4-11-11
29-2-9
4-11-11
34-4-0
5-1-7
1 -0 -92-9 -7
2 -11
-1
2 -9 -7
5.0012
PlateOffsets(X,Y)-- [2:0-6-6,0-0-4]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.23
0.27
0.88
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.33
-0.49
0.07
(loc)
15-18
15-18
12
l/defl
>999
>844
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 432 lb FT= 20%
GRIP
197/144
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud
SLIDER Left 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)12=1855/0-6-0(min. 0-1-8), 2=1885/0-4-0(min. 0-1-8)
Max Horz2=91(LC 12)Max Uplift12=-1083(LC 8), 2=-1040(LC 8)
MaxGrav12=2057(LC 31), 2=1991(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-2011/1070, 3-4=-3560/1902, 4-25=-6013/3224, 25-26=-6012/3224,
26-27=-6013/3224, 5-27=-6015/3225, 5-28=-6012/3223, 28-29=-6012/3223,
6-29=-6012/3223, 6-30=-7328/3961, 30-31=-7328/3961, 31-32=-7328/3961,
7-32=-7328/3961, 7-8=-7328/3961, 8-33=-7328/3961, 33-34=-7328/3961,
9-34=-7328/3961, 9-35=-3783/2018, 35-36=-3783/2018, 36-37=-3783/2018,
10-37=-3783/2018, 10-38=-3783/2018, 38-39=-3783/2018, 11-39=-3783/2018,
11-12=-1959/1034
BOT CHORD 2-20=-1738/3213, 20-40=-1744/3222, 40-41=-1744/3222, 19-41=-1744/3222,
19-42=-3923/7295, 42-43=-3923/7295, 18-43=-3923/7295, 17-18=-3923/7295,
17-44=-3923/7295, 16-44=-3923/7295, 15-16=-3923/7295, 15-45=-3331/6204,
45-46=-3331/6204, 14-46=-3331/6204, 14-47=-3331/6204, 47-48=-3331/6204,
48-49=-3331/6204, 13-49=-3331/6204
WEBS 4-19=-1649/3110, 5-19=-561/292, 6-19=-1416/773, 6-18=-69/273, 7-15=-400/236,
9-15=-695/1242, 9-14=-79/283, 9-13=-2673/1450, 10-13=-474/247, 11-13=-2184/4093
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc.Bottomchordsconnected as follows: 2x6- 2 rowsstaggered at 0-9-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.
2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply toplyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.
4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed; Lumber
DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T35
TrussType
HalfHipGirder
Qty
1
Ply
2
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:482018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-GxwKpEv8FX?kkq3l7oD2eTR_?PDKSvvfaMaJ97z6wFj
NOTES-
7)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs non-concurrentwith otherliveloads.
8)Provide adequate drainage to preventwater ponding.
9)All plates areMT20 plates unless otherwiseindicated.10)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 12=1083, 2=1040.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 160 lb down and 178 lb up at 4-6-0, 66 lb down and 77 lb up at
6-6-12, 66 lb down and 77 lb up at 8-6-12, 66 lb down and 77 lb up at 10-6-12, 66 lb down and 77 lb up at 12-6-12, 66 lb down and 77 lb up at 14-6-12, 66 lb down and
77lb up at 16-6-12, 66 lb down and 77 lb up at 18-6-12, 66 lb down and 77 lb up at 20-6-12, 66 lb down and 77 lb up at 22-6-12, 66 lb down and 77 lb up at 24-6-12,
66lb down and 77 lb up at 26-6-12, 66 lb down and 77 lb up at 28-6-12, and 66 lb down and 77 lb up at 30-6-12, and 66 lb down and 77 lb up at 32-6-12 on top chord,
and 88 lb down and 73 lb up at 4-6-0, 37 lb down and 44 lb up at 6-6-12, 37 lb down and 44 lb up at 8-6-12, 37 lb down and 44 lb up at 10-6-12, 37 lb down and 44 lb
up at 12-6-12, 37 lb down and 44 lb up at 14-6-12, 37 lb down and 44 lb up at 16-6-12, 37 lb down and 44 lb up at 18-6-12, 37 lb down and 44 lb up at 20-6-12, 37 lbdown and 44 lb up at 22-6-12, 37 lb down and 44 lb up at 24-6-12, 37 lb down and 44 lb up at 26-6-12, 37 lb down and 44 lb up at 28-6-12, and 37 lb down and 44 lb up
at 30-6-12, and 37 lb down and 44 lb up at 32-6-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-4=-51, 4-11=-61, 12-21=-20
Concentrated Loads(lb)
Vert: 4=-109(F) 8=-35(F) 20=-51(F) 6=-35(F) 18=-22(F) 16=-22(F) 26=-35(F) 27=-35(F) 28=-35(F) 29=-35(F) 30=-35(F) 32=-35(F) 34=-35(F) 35=-35(F) 36=-35(F)
37=-35(F) 38=-35(F) 39=-35(F) 40=-22(F) 41=-22(F) 42=-22(F) 43=-22(F) 44=-22(F) 45=-22(F) 46=-22(F) 47=-22(F) 48=-22(F) 49=-22(F) 50=-22(F) 51=-22(F)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T36
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:492018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-k8Ui1awm?r7bMzeygWkHBg_4rpViBKGop0JthZz6wFi
Scale=1:61.4
0 -1 -10
T1
T2
W3
B1
W1 W2 W3 W2 W3 W2 W3 W2 W3 W2
HW1
T3
B1B2
1 2 3
4 5 6 7 8 9 10
17 16 15 14 13 12 11
22 23
24 25 26 27 28
6x8 4x6 4x8
3x8
5x12
4x4
2x4 8x8
3x4 2x4
3x8
3x4
3x8
3x8
4x10
5x6
6-6-0
6-6-0
11-11-1
5-5-1
17-5-14
5-6-13
23-0-10
5-6-13
28-7-7
5-6-13
34-4-0
5-8-9
-1-2-12
1-2-12
6-6-0
6-6-0
11-11-1
5-5-1
17-5-14
5-6-13
23-0-10
5-6-13
28-7-7
5-6-13
34-4-0
5-8-9
1 -0 -9
3 -7 -7
3 -9 -1
3 -7 -7
5.0012
PlateOffsets(X,Y)-- [2:0-6-10,Edge], [9:0-3-8,0-1-8], [12:0-3-8,0-2-0], [13:0-3-8,0-1-8], [16:0-2-12,0-4-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.54
0.46
1.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.29
-0.56
0.08
(loc)
15
15
11
l/defl
>999
>727
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 200 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W2: 2x4SPF No.2SLIDERLeft 2x4SPFStud 1-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-3-2 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 7-0-12 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)11=1374/0-6-0(min. 0-1-8), 2=1386/0-4-0(min. 0-1-8)
Max Horz2=125(LC 16)Max Uplift11=-616(LC 12), 2=-586(LC 12)
MaxGrav11=1710(LC 35), 2=1469(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1212/674, 3-22=-2750/1546, 22-23=-2742/1548, 4-23=-2737/1567, 4-24=-4136/2203,
24-25=-4136/2203, 5-25=-4138/2203, 5-6=-4503/2365, 6-26=-4503/2365,7-26=-4503/2365, 7-27=-4503/2365, 8-27=-4503/2365, 8-9=-4016/2080, 9-28=-2563/1308,
10-28=-2563/1308, 10-11=-1643/808
BOT CHORD 2-17=-1475/2491, 16-17=-1472/2495, 15-16=-2196/4116, 14-15=-2080/4016,
13-14=-2080/4016, 12-13=-1308/2563
WEBS 4-16=-880/1900, 5-16=-782/268, 5-15=-194/445, 6-15=-416/156, 8-15=-327/560,
8-13=-703/290, 9-13=-888/1670, 9-12=-1336/581, 10-12=-1485/2909
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 6-6-0,Exterior(2) 6-6-0 to 10-8-15zone;
cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)11=616, 2=586.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T37
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:502018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CK25EwwOm8FSz7D8EDFWjuX8hDlPwp5y2g3QD0z6wFh
Scale=1:61.4
0 -1 -10
T1
T2
W7
B1
W3 W4
W5 W6 W7 W6 W7 W6 W7 W6
W1 W2
T3
B1B2
1 2
3
4 5 6 7 8 9
18 17 16 15 14 13 12 11 10
19
20 21 22
6x6 3x6 4x8
4x64x64x6
3x4
6x6 3x4 4x4
3x4
1.5x4
4x10
3x8
6x6
4x6
3x5
4-4-12
4-4-12
8-6-0
4-1-4
14-9-12
6-3-12
21-3-4
6-5-8
27-8-12
6-5-8
34-4-0
6-7-4
-1-2-12
1-2-12
4-4-12
4-4-12
8-6-0
4-1-4
14-9-12
6-3-12
21-3-4
6-5-8
27-8-12
6-5-8
34-4-0
6-7-4
1 -0 -9
4 -5 -7
4 -7 -1
4 -5 -7
5.0012
PlateOffsets(X,Y)-- [8:0-3-8,0-1-8], [10:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.98
0.87
0.84
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.29
-0.57
0.12
(loc)
13-14
13-14
10
l/defl
>999
>721
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 149 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 4-3-14 oc bracing.
WEBS 1 Row at midpt 9-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=1364/0-6-0(min. 0-2-11), 18=1373/0-4-0(min. 0-2-4)
Max Horz18=147(LC 16)Max Uplift10=-611(LC 12), 18=-569(LC 12)
MaxGrav10=1717(LC 35), 18=1446(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-19=-2279/1377, 3-19=-2244/1394, 3-4=-2525/1472, 4-20=-3383/1818,
20-21=-3384/1817, 5-21=-3386/1817, 5-6=-3313/1719, 6-7=-3313/1719, 7-8=-3313/1719,8-22=-2238/1141, 9-22=-2238/1141, 9-10=-1656/805, 2-18=-1388/873
BOT CHORD 17-18=-259/171, 16-17=-1376/2072, 15-16=-1390/2339, 14-15=-1390/2339,
13-14=-1816/3383, 12-13=-1141/2238, 11-12=-1141/2238
WEBS 3-17=-313/125, 3-16=-131/317, 4-14=-539/1256, 5-14=-567/181, 7-13=-522/179,
8-13=-688/1279, 8-11=-1285/540, 9-11=-1335/2621, 2-17=-1137/1944
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 8-6-0,Exterior(2) 8-6-0 to 12-8-15zone;
cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
10=611, 18=569.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T38
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:512018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-gWbTSFx0XSOJbHoKoxmlG53JNc6OfHu5HKo_lSz6wFg
Scale=1:61.4
0 -1 -10
T1
T2
W7
B1
W3 W4
W5 W6 W7 W6 W7 W6
W1 W2
T3
B1B2
1 2
3
4 5 6 7 8
16 15 14 13 12 11 10 9
17 18
19
20 21 22
6x6 3x4 4x8
4x64x63x5
3x4
6x6 3x4 3x4
3x4 1.5x4
5x12
5x6
4x6
5-4-12
5-4-12
10-6-0
5-1-4
18-3-9
7-9-9
26-2-15
7-11-5
34-4-0
8-1-1
-1-2-12
1-2-12
5-4-12
5-4-12
10-6-0
5-1-4
18-3-9
7-9-9
26-2-15
7-11-5
34-4-0
8-1-1
1 -0 -9
5 -3 -7
5 -5 -1
5 -3 -7
5.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-2-8], [9:Edge,0-3-8]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.99
0.83
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.27
-0.48
0.10
(loc)
12-14
12-14
9
l/defl
>999
>855
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 149 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF 1650F 1.5E*Except*T1: 2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 4-7-2 oc bracing.
WEBS 1 Row at midpt 8-9, 5-10, 8-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)9=1358/0-6-0(min. 0-2-10), 16=1359/0-4-0(min. 0-2-4)
Max Horz16=181(LC 16)Max Uplift9=-608(LC 12), 16=-549(LC 12)
MaxGrav9=1687(LC 35), 16=1446(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-17=-2277/1410, 17-18=-2225/1418, 3-18=-2211/1432, 3-19=-2349/1399,
4-19=-2304/1419, 4-20=-2846/1561, 20-21=-2846/1560, 5-21=-2848/1560,5-6=-2144/1129, 6-7=-2144/1129, 7-22=-2144/1129, 8-22=-2144/1129, 8-9=-1613/794,
2-16=-1382/853
BOT CHORD 15-16=-316/233, 14-15=-1431/2041, 13-14=-1343/2165, 12-13=-1343/2165,
11-12=-1559/2846, 10-11=-1559/2846
WEBS 3-14=-290/206, 4-14=-231/296, 4-12=-285/811, 5-12=-281/124, 5-10=-828/508,
7-10=-716/245, 8-10=-1309/2484, 2-15=-1128/1863
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 10-6-0,Exterior(2) 10-6-0 to 14-8-15
zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)9=608, 16=549.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T39
TrussType
HalfHip
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:522018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-9i9rfbyeImWADRNXMeH_pJcWq0U0OkCEV_YXIuz6wFf
Scale=1:61.4
0 -1 -10
T2 T3
W7
B1
W3 W4
W5
W6
W7
W6
W7
W6
W1 W2
T4
B1B2
T1
1 2
3
4
5 6 7 8 9
16 15 14 13 12 11 10
17
18
19
20
21 22 233x8
6x6 3x4 5x6
4x64x6
3x4
6x6 5x8 3x4
3x4 1.5x4
5x12
6x6
3x6
5-11-7
5-11-7
12-6-0
6-6-9
19-7-9
7-1-9
26-10-15
7-3-5
34-4-0
7-5-1
-1-2-12
1-2-12
5-11-7
5-11-7
12-6-0
6-6-9
19-7-9
7-1-9
26-10-15
7-3-5
34-4-0
7-5-1
1 -0 -9
6 -1 -7
6 -3 -1
6 -1 -7
5.0012
PlateOffsets(X,Y)-- [2:0-2-9,0-3-0], [10:Edge,0-3-8], [14:0-3-12,0-3-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.88
0.67
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.23
-0.39
0.09
(loc)
13-14
13-14
10
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 155 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 4-9-12 oc bracing.
WEBS 1 Row at midpt 9-10, 5-13, 6-11, 9-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=1351/0-6-0(min. 0-2-9), 16=1345/0-4-0(min. 0-2-5)
Max Horz16=215(LC 16)Max Uplift10=-605(LC 12), 16=-530(LC 12)
MaxGrav10=1650(LC 35), 16=1484(LC 36)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-18=-2321/1411, 18-19=-2252/1421, 3-19=-2200/1435, 3-20=-2143/1322,
4-20=-2117/1326, 4-5=-2078/1341, 5-21=-2310/1320, 21-22=-2311/1320,6-22=-2313/1320, 6-7=-1673/912, 7-8=-1673/912, 8-23=-1673/912, 9-23=-1673/912,
9-10=-1583/808, 2-16=-1419/840
BOT CHORD 15-16=-353/289, 14-15=-1457/2079, 13-14=-1258/1944, 12-13=-1319/2310,
11-12=-1319/2310
WEBS 3-14=-475/199, 5-14=-282/371, 5-13=-155/475, 6-11=-816/522, 8-11=-656/225,
9-11=-1150/2108, 2-15=-1115/1853
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 12-6-0,Exterior(2) 12-6-0 to 16-8-15
zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)10=605, 16=530.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T40
TrussType
HALFHIP
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:532018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-dvjDsxzG33e0qbyjvMpDLW9g1Qry7BSOkeH4qLz6wFe
Scale=1:61.6
0 -1 -10
T2
T3
W7
B1
W3 W4
W5
W6
W7
W6
W7
W6
W1 W2
T1
T4
B1B2
1
2
3
4 5 6 7 8
16 15 14 13 12 11 10 9
17
18
19
20 21 22
3x5
6x6 3x4 5x6
3x612x123x5
3x4
6x6 3x4 3x4
3x4
1.5x4
6x83x4
7-4-12
7-4-12
14-6-0
7-1-4
20-11-9
6-5-9
27-6-15
6-7-5
34-4-0
6-9-1
7-4-12
7-4-12
14-6-0
7-1-4
20-11-9
6-5-9
27-6-15
6-7-5
34-4-0
6-9-1
1 -0 -9
6 -11
-7
7 -1 -1
6 -11
-7
5.0012
PlateOffsets(X,Y)-- [16:0-1-12,0-0-0], [16:Edge,0-9-11]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.91
0.63
0.80
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.18
-0.31
0.08
(loc)
13-15
13-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 161 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*
W4,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.BOT CHORD Rigidceiling directly applied or 4-9-9 oc bracing.
WEBS 1 Row at midpt 8-9, 4-12, 5-10, 8-10, 1-15
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)9=1345/0-6-0(min. 0-2-8), 16=1262/0-4-0(min. 0-2-3)
Max Horz16=229(LC 16)Max Uplift9=-601(LC 12), 16=-469(LC 12)
MaxGrav9=1608(LC 34), 16=1414(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-17=-2443/1408, 17-18=-2364/1415, 2-18=-2355/1435, 2-3=-1946/1199,
3-19=-1881/1208, 4-19=-1870/1227, 4-20=-1882/1124, 20-21=-1884/1123,5-21=-1885/1123, 5-6=-1317/745, 6-7=-1317/745, 7-22=-1317/745, 8-22=-1317/745,
8-9=-1547/823, 1-16=-1339/748
BOT CHORD 15-16=-398/331, 14-15=-1474/2174, 13-14=-1474/2174, 12-13=-1170/1730,
11-12=-1122/1882, 10-11=-1122/1882
WEBS 2-13=-702/338, 4-13=-342/478, 4-12=-259/241, 5-12=-219/314, 5-10=-803/535,
7-10=-599/206, 8-10=-1045/1844, 1-15=-1087/1854
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 14-6-0,Exterior(2) 14-6-0 to 18-8-15
zone;cantileverleft exposed ; end verticalleft exposed; porchleft and right exposed;C-C formembers and forces&MWFRS for
reactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
9=601, 16=469.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T41
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:552018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-ZHr_Hd_Xbhuk4u561mrhQxE6QEXTb49hBymBuDz6wFc
Scale=1:34.8
0 -1 -10
W1
T1
T3
W5
B1
W2
W3 W4 W5 W6 W5 W4
B2
T2
1
2
3 4 5 6 7
13 12 11 10 9 8
14
15 16 17 18 19 20
21 22 23 24 25
26
3x4
4x6
3x4
3x43x55x63x8
6x6
1.5x4 3x4
5x6
3x8
4-9-0
4-9-0
9-4-13
4-7-13
14-0-11
4-7-13
19-0-0
4-11-5
-1-2-12
1-2-12
4-9-0
4-9-0
9-4-13
4-7-13
14-0-11
4-7-13
19-0-0
4-11-5
1 -0 -9
3 -0 -5
2 -10
-11
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.54
0.56
0.85
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.21
0.03
(loc)
10
10-12
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 79 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 8-5-5 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)13=1139/0-6-0(min. 0-1-15), 8=1191/0-6-0(min. 0-2-0)
Max Horz13=120(LC 9)
Max Uplift13=-292(LC 8), 8=-334(LC 9)MaxGrav13=1226(LC 32), 8=1281(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-13=-1179/311, 2-3=-1841/448, 3-15=-2296/608, 15-16=-2297/609, 4-16=-2300/609,
4-17=-2296/607, 17-18=-2296/607, 5-18=-2296/607, 5-6=-1783/477, 6-19=-1783/477,
19-20=-1783/477, 7-20=-1783/477, 7-8=-1182/380BOT CHORD 11-12=-473/1659, 11-21=-473/1659, 10-21=-473/1659, 10-22=-483/1783,
22-23=-483/1783, 9-23=-483/1783
WEBS 2-12=-352/1543, 3-10=-193/759, 4-10=-500/258, 5-10=-165/592, 5-9=-772/347,
7-9=-510/1970
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)13=292, 8=334.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 214 lb down and 202 lb up at 4-9-0, 80 lb down and 84 lb up at 6-9-12, 80 lb down and 84 lb up at 8-9-12, 80 lb down and 84 lb up at 10-9-12, 80 lb down and
84lb up at 12-9-12, 80 lb down and 84 lb up at 14-9-12, and 80 lb down and 84 lb up at 16-9-12, and 88 lb down and 81 lb up at
18-5-4 on top chord, and 115 lb down at 4-9-0, 45 lb down at 6-9-12, 45 lb down at 8-9-12, 45 lb down at 10-9-12, 45 lb down at 12-9-12, 45 lb down at 14-9-12, and 45 lb down at 16-9-12, and 57 lb down at 18-5-4 on bottomchord.The design/selection of
suchconnection device(s)is the responsibility of others.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T41
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:552018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-ZHr_Hd_Xbhuk4u561mrhQxE6QEXTb49hBymBuDz6wFc
NOTES-
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-3=-51, 3-7=-61, 8-13=-20
Concentrated Loads(lb)
Vert: 6=-48(B) 11=-29(B) 12=-74(B) 3=-157(B) 15=-48(B) 16=-48(B) 17=-48(B) 18=-48(B) 19=-48(B) 20=-66(B) 21=-29(B) 22=-29(B) 23=-29(B) 24=-29(B)
25=-29(B) 26=-35(B)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T42
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:562018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-1UPMVz?9M_0bh2gIbUMwz9nCGdwaKcoqQcWlRgz6wFb
Scale=1:34.5
0 -1 -10
W1
T1
T2
W5
B1
W2
W3 W4 W5 W4
B2
1
2
3 4 5
10 9 8 7 6
11 12
13 14 15
12x12
6x6
2x43x4
4x4
1.5x4
4x10
3x8
6-7-8
6-7-8
12-8-0
6-0-8
19-0-0
6-4-0
-1-2-12
1-2-12
6-7-8
6-7-8
12-8-0
6-0-8
19-0-0
6-4-0
1 -0 -9
3 -8 -1
3 -9 -11
3 -8 -1
5.0012
PlateOffsets(X,Y)-- [10:0-1-12,0-0-0], [10:Edge,0-9-11]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.85
0.38
0.57
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.13
0.02
(loc)
7-9
6-7
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 79 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-6-13 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)10=775/0-6-0(min. 0-1-8), 6=742/0-6-0(min. 0-1-8)
Max Horz10=155(LC 13)Max Uplift10=-138(LC 12), 6=-155(LC 13)
MaxGrav10=875(LC 36), 6=912(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-10=-815/243, 2-11=-1136/158, 11-12=-1111/165, 3-12=-1098/184, 3-13=-1194/228,
13-14=-1194/228, 4-14=-1197/227, 4-15=-1194/226, 5-15=-1194/226, 5-6=-853/184BOT CHORD 9-10=-311/376, 8-9=-273/1017, 7-8=-273/1017
WEBS 2-9=-54/857, 4-7=-607/205, 5-7=-230/1317
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 6-7-8,Exterior(2) 6-7-8 to 10-10-7zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
10=138, 6=155.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T43
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:572018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-VgzkiJ0n7I8SJCFU8Bt9WMJUl1DA34x_fGFIz6z6wFa
Scale=1:34.7
0 -1 -10
W1
T1
T2
W6
B1
W2 W3
W4 W5 W6 W5
B2
1
2
3
4 5 6
11
10 9 8 7
12
1314 15
3x6
3x4
6x6
1.5x43x4
4x6
3x4
1.5x4
4x8
3x5
8-7-8
8-7-8
13-8-0
5-0-8
19-0-0
5-4-0
-1-2-12
1-2-12
4-5-8
4-5-8
8-7-8
4-2-0
13-8-0
5-0-8
19-0-0
5-4-0
1 -0 -9
4 -6 -1
4 -7 -11
4 -6 -1
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.42
0.55
0.51
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.33
0.02
(loc)
9-11
9-11
7
l/defl
>999
>674
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 85 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-9-6 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 9-5-11 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)11=763/0-6-0(min. 0-1-8), 7=734/0-6-0(min. 0-1-8)
Max Horz11=191(LC 13)
Max Uplift11=-131(LC 16), 7=-151(LC 13)MaxGrav11=941(LC 36), 7=868(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-11=-366/151, 3-4=-961/178, 4-13=-798/189, 13-14=-800/189, 5-14=-801/189,
5-15=-798/188, 6-15=-798/188, 6-7=-816/189
BOT CHORD 10-11=-369/980, 9-10=-369/980, 8-9=-253/839WEBS3-11=-954/189, 4-9=0/295, 4-8=-283/65, 5-8=-510/176, 6-8=-203/1002
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 8-7-8,Exterior(2) 8-7-8 to 12-10-7zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=131, 7=151.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T44
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:582018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-zsX6wf1PubGJxMqgivOO2asf?RZdoUT7uw?rVYz6wFZ
Scale=1:36.1
0 -1 -10
W1
T1
T2
W7
B1W2
W3 W4
W5 W6 W6
B2
1
2
3
4 5 6
11 10 9 8 7
12
13
14
15 16
3x4
4x6
4x4
2x4
3x53x44x4
3x4
3x8
3x4
5-4-10
5-4-10
10-7-8
5-2-14
19-0-0
8-4-8
-1-2-12
1-2-12
5-4-10
5-4-10
10-7-8
5-2-14
14-8-0
4-0-8
19-0-0
4-4-0
1 -0 -9
5 -4 -1
5 -5 -11
5 -4 -1
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.39
0.53
0.68
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.37
0.02
(loc)
7-8
7-8
7
l/defl
>999
>608
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 87 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-11-13 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 9-9-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)11=753/0-6-0(min. 0-1-9), 7=724/0-6-0(min. 0-1-8)
Max Horz11=227(LC 13)
Max Uplift11=-144(LC 16), 7=-146(LC 13)MaxGrav11=996(LC 36), 7=812(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-11=-936/226, 2-12=-1288/157, 3-12=-1135/174, 3-13=-863/146, 13-14=-796/154,
4-14=-770/168, 4-5=-714/176
BOT CHORD 10-11=-287/310, 9-10=-352/1113, 8-9=-352/1113, 7-8=-193/504WEBS2-10=-83/941, 3-8=-462/162, 5-8=-68/466, 5-7=-765/227
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 10-7-8,Exterior(2) 10-7-8 to 14-8-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=144, 7=146.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T45
TrussType
Jack-Closed
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:12:592018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-R34U7_11fvOAYWPtGcwdbnPmOrxVXwyG6akP2_z6wFY
Scale=1:40.5
0 -1 -10
W1
T2
T3
W7
B1W2
W3 W4
W5
W6
B2
T1
1
2
3
4
5 6
11 10 9 8 7
12
13
14
15
16 17 18
3x4
4x6
3x8
6x6 3x4
3x43x44x4
3x4
3x4
5-11-7
5-11-7
12-7-8
6-8-2
19-0-0
6-4-8
-1-2-12
1-2-12
5-11-7
5-11-7
12-7-8
6-8-2
19-0-0
6-4-8
1 -0 -9
6 -2 -1
6 -3 -11
6 -2 -1
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.67
0.43
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.12
0.03
(loc)
7-8
7-8
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 87 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-8 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 9-10-4 oc bracing.
WEBS 1 Row at midpt 5-7
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)11=745/0-6-0(min. 0-1-9), 7=712/0-6-0(min. 0-1-8)
Max Horz11=264(LC 13)Max Uplift11=-152(LC 16), 7=-140(LC 13)
MaxGrav11=1005(LC 36), 7=745(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-11=-946/221, 2-13=-1397/171, 3-13=-1228/190, 3-14=-771/142, 4-14=-670/145,
4-15=-650/147, 5-15=-623/161, 6-7=-258/90BOT CHORD 10-11=-331/350, 9-10=-352/1211, 8-9=-352/1211, 7-8=-217/593
WEBS 2-10=-72/992, 3-8=-677/196, 5-8=-8/444, 5-7=-808/212
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 12-7-8,Exterior(2) 12-7-8 to 16-10-7
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=152, 7=140.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T46
TrussType
HALFHIPGIRDER
Qty
1
Ply
3
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:002018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-wFesLK2fQDW1Ag_3qKRs7?xtvFFiGLvQLEUyaRz6wFX
Scale=1:43.5
0 -1 -10
T2
T3
W7
B1
W1 W2
W3 W4
W5 W6
T1
B2HW1
1
2
3
4
5 6
10 9 8 7
14
15
16 17 18 19 20 21 22
4x6
8x8 2x4
8x88x8
4x4
3x8 10x10
6x8
10x10
4-4-8
4-4-8
9-6-0
5-1-8
14-7-8
5-1-8
19-0-0
4-4-8
4-4-8
4-4-8
9-6-0
5-1-8
14-7-8
5-1-8
19-0-0
4-4-8
1 -0 -9
7 -0 -1
7 -1 -11
7 -0 -1
5.0012
PlateOffsets(X,Y)-- [5:0-4-0,0-3-4], [8:0-3-8,0-5-12], [9:0-5-0,0-6-0]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.94
0.56
0.88
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.14
-0.34
0.05
(loc)
9-10
9-10
7
l/defl
>999
>657
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 412 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W3,W5,W6: 2x4SPF No.2WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-11 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)7=11032/0-6-0(min. 0-3-1), 1=8128/0-6-0(min. 0-2-5)
Max Horz1=245(LC 12)
Max Uplift7=-1687(LC 12), 1=-2011(LC 12)MaxGrav7=11101(LC 31), 1=8405(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-15379/3495, 2-14=-15342/3513, 2-3=-12887/2169, 3-4=-12771/2190,
4-15=-6410/949, 5-15=-6272/970
BOT CHORD 1-16=-3374/13852, 10-16=-3374/13852, 10-17=-3374/13852, 17-18=-3374/13852,
9-18=-3374/13852, 9-19=-2163/11911, 19-20=-2163/11911, 8-20=-2163/11911,
8-21=-886/5615, 21-22=-886/5615, 7-22=-886/5615
WEBS 2-10=-1190/2578, 2-9=-2135/1329, 4-9=-1362/7477, 4-8=-8176/1664, 5-8=-1637/10749,
5-7=-10269/1621
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc, 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x8- 4 rowsstaggered at 0-5-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc.2)Allloads areconsidered equally applied to all plies, exceptif noted as front(F) or back(B) facein the LOAD CASE(S)section.Ply to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.4)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft exposed ; end verticalleft exposed; Lumber DOL=1.60 plate grip DOL=1.60
5)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
6) Unbalancedsnowloads have been considered for this design.7)Provide adequate drainage to preventwater ponding.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
7=1687, 1=2011.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.Continued on page 2
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
T46
TrussType
HALFHIPGIRDER
Qty
1
Ply
3
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:002018 Page2ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-wFesLK2fQDW1Ag_3qKRs7?xtvFFiGLvQLEUyaRz6wFX
NOTES-
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 103 lb down and 94 lb up at 0-0-0 on top chord, and 49 lb down at
2-6-0, 3238 lb down and 1630 lb up at 4-4-8, 2153 lb down and 300 lb up at 6-6-0, 2153 lb down and 241 lb up at 8-6-0, 2153 lb down and 227 lb up at 10-6-0, 2167 lb
down and 258 lb up at 12-6-0, 2232 lb down and 286 lb up at 14-6-0, and 2206 lb down and 275 lb up at 16-6-0, and 1736 lb down and 246 lb up at 18-6-0 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-5=-51, 5-6=-61, 7-11=-20
Concentrated Loads(lb)
Vert: 1=-36 10=-3085(F) 8=-2232(F) 16=-41(F) 17=-2120(F) 18=-2055(F) 19=-2102(F) 20=-2167(F) 21=-2206(F) 22=-1736(F)
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V01
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:012018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-ORCFYg3IBWeuopZFN1y6gCUC2eil?__ZauDW6tz6wFW
Scale=1:43.5
T1 T1
B1
ST2
ST1 ST1
B21
2
3
4
5
9 8 7 6
10
11
12 13
14
15
3x4
4x4
3x4
3x4 1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
0-0-5
0-0-5
17-4-0
17-3-11
8-8-0
8-8-0
17-4-0
8-8-0
0 -0 -4
6 -6 -0
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.21
0.12
0.12
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 57 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 17-3-5.(lb)-Max Horz1=161(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-201(LC 16), 6=-201(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=430(LC 29), 6=430(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-9=-327/238, 4-6=-327/238
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 8-8-0,Exterior(2) 8-8-0 to 11-8-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
9=201, 6=201.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:022018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-semdl04wyqmlQz8SxlTLCQ1Oi21MkRgjoYz3eJz6wFV
Scale=1:35.5
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10 11
12
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
14-7-11
14-7-11
14-8-0
0-0-5
7-4-0
7-4-0
14-8-0
7-4-0
0 -0 -4
5 -6 -0
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.15
0.10
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 46 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 14-7-5.(lb)-Max Horz1=135(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 8=-169(LC 16), 6=-169(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=355(LC 29), 6=355(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-282/208, 4-6=-282/207
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-4-0,Interior(1) 3-4-0 to 7-4-0,Exterior(2) 7-4-0 to 10-4-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
8=169, 6=169.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:032018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-KqK?zM5Yi8uc17jeVS_aldZZ1SNVTuMs1CicBmz6wFU
Scale=1:29.1
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10
11 12
13
14
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
11-11-11
11-11-11
12-0-0
0-0-5
6-0-0
6-0-0
12-0-0
6-0-0
0 -0 -4
4 -6 -0
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.18
0.10
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 36 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 11-11-5.(lb)-Max Horz1=-109(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-174(LC 16), 6=-174(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=343(LC 29), 6=343(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-295/213, 4-6=-295/213
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 6-0-0,Exterior(2) 6-0-0 to 9-0-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
8=174, 6=174.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V04
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:042018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-o0uNAi5ATR0TfHHq39VpIr6iwsizCLn?GsSAjCz6wFT
Scale=1:23.7
T1 T1
B1
ST1
1
2
3
4
5
6
7 8
9
10
2x4
4x4
2x41.5x4
0-0-5
0-0-5
9-4-0
9-3-11
4-8-0
4-8-0
9-4-0
4-8-0
0 -0 -4
3 -6 -0
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.29
0.15
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 26 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=166/9-3-5(min. 0-1-8), 3=166/9-3-5(min. 0-1-8), 4=267/9-3-5(min. 0-1-8)Max Horz1=-83(LC 12)
Max Uplift1=-46(LC 16), 3=-57(LC 17)
MaxGrav1=190(LC 2), 3=190(LC 2), 4=296(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 4-8-0,Exterior(2) 4-8-0 to 7-8-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V05
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:042018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-o0uNAi5ATR0TfHHq39VpIr6kVsjDCL9?GsSAjCz6wFT
Scale=1:17.6
T1 T1
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-5
0-0-5
6-8-0
6-7-11
3-4-0
3-4-0
6-8-0
3-4-0
0 -0 -4
2 -6 -0
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.13
0.07
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=114/6-7-5(min. 0-1-8), 3=114/6-7-5(min. 0-1-8), 4=183/6-7-5(min. 0-1-8)Max Horz1=57(LC 15)
Max Uplift1=-32(LC 16), 3=-39(LC 17)
MaxGrav1=130(LC 2), 3=130(LC 2), 4=203(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V06
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:052018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-GDSlO26oEl8KHRs1ct02q2fxkG32xot9VWBjFez6wFS
Scale=1:10.3
T1 T1
B1
1
2
3
2x4
3x4
2x4
3-11-11
3-11-11
4-0-0
0-0-5
2-0-0
2-0-0
4-0-0
2-0-0
0 -0 -4
1 -6 -0
0 -0 -4
9.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.03
0.10
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=111/3-11-5(min. 0-1-8), 3=111/3-11-5(min. 0-1-8)
Max Horz1=-31(LC 12)
Max Uplift1=-15(LC 16), 3=-15(LC 17)MaxGrav1=125(LC 2), 3=125(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V07
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:062018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-kP?8bO7Q?3GAubRDAaYHNGB4MfPIgDFIjAxGn4z6wFR
Scale=1:48.6
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
B2
1
2
3
4
5
6
7
13 12 11 10 9 8
14
15
16 17
18
19
3x4
4x4
3x4
3x4
20-3-11
20-3-11
20-4-0
0-0-5
10-2-0
10-2-0
20-4-0
10-2-0
0 -0 -4
7 -7 -8
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.17
0.10
0.18
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
7
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 71 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 20-3-5.(lb)-Max Horz1=-191(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 7 except 11=-180(LC 16), 13=-128(LC 16), 9=-179(LC 17),
8=-128(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 1, 7, 10 except 11=381(LC 29), 13=285(LC 29), 9=381(LC 30),
8=285(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-11=-305/229, 5-9=-305/229
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 10-2-0,Exterior(2) 10-2-0 to 13-2-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)All plates are 1.5x4MT20 unless otherwiseindicated.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 7 except(jt=lb)11=180, 13=128, 9=179, 8=128.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V08
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:072018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-CbZWpk82mMP1Wk0PkI3WvTkEO3k2PhQSyqgqKXz6wFQ
Scale=1:44.3
T1 T1
B1
ST2
ST1 ST1
B2
1
2
3
4
5
9 8 7 6
10
11
12 13
14
15
3x4
4x4
3x4
3x4 1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
0-0-5
0-0-5
17-8-0
17-7-11
8-10-0
8-10-0
17-8-0
8-10-0
0 -0 -4
6 -7 -8
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.22
0.13
0.12
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 58 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 17-7-5.(lb)-Max Horz1=164(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 9=-206(LC 16), 6=-206(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=441(LC 29), 6=441(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-9=-334/243, 4-6=-334/243
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 8-10-0,Exterior(2) 8-10-0 to 11-10-0
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
9=206, 6=206.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V09
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:082018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-hn7u038hXgXu8ubbI?alShGQ9T4o885bBUQNszz6wFP
Scale=1:36.3
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10 11
12
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
14-11-11
14-11-11
15-0-0
0-0-5
7-6-0
7-6-0
15-0-0
7-6-0
0 -0 -4
5 -7 -8
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.15
0.10
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 14-11-5.(lb)-Max Horz1=-138(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1 except 8=-173(LC 16), 6=-173(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 8=363(LC 29), 6=363(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-286/211, 4-6=-286/210
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-6-0,Interior(1) 3-6-0 to 7-6-0,Exterior(2) 7-6-0 to 10-6-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1 except(jt=lb)
8=173, 6=173.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V10
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:092018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-9_hGDP9JI_fll2Aorj5_?upb_tQvtbolP79xOPz6wFO
Scale=1:29.8
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9
10 11
12
3x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
0-0-5
0-0-5
12-4-0
12-3-11
6-2-0
6-2-0
12-4-0
6-2-0
0 -0 -4
4 -7 -8
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.15
0.10
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 37 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 12-3-5.(lb)-Max Horz1=-112(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 8=-156(LC 16), 6=-156(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 7=252(LC 2), 8=320(LC 29), 6=320(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-8=-268/201, 4-6=-268/201
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 6-2-0,Exterior(2) 6-2-0 to 9-2-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
8=156, 6=156.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V11
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:092018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-9_hGDP9JI_fll2Aorj5_?upYGtPytcylP79xOPz6wFO
Scale=1:24.6
T1 T1
B1
ST1
1
2
3
4
5
6
7 8
9
10
2x4
4x4
2x41.5x4
0-0-5
0-0-5
9-8-0
9-7-11
4-10-0
4-10-0
9-8-0
4-10-0
0 -0 -4
3 -7 -8
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.32
0.16
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=173/9-7-5(min. 0-1-8), 3=173/9-7-5(min. 0-1-8), 4=277/9-7-5(min. 0-1-8)Max Horz1=-86(LC 12)
Max Uplift1=-48(LC 16), 3=-59(LC 17)
MaxGrav1=198(LC 2), 3=198(LC 2), 4=308(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 4-10-0,Exterior(2) 4-10-0 to 7-10-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V13
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:102018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-dAFeRlAx3HncNCl_PQcDX6MmjHmVc3buenvUwsz6wFN
Scale=1:18.5
T1 T1
B1
ST1
1
2
3
4
2x4
4x4
2x41.5x4
0-0-5
0-0-5
7-0-0
6-11-11
3-6-0
3-6-0
7-0-0
3-6-0
0 -0 -4
2 -7 -8
0 -0 -4
9.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.15
0.08
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 19 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=120/6-11-5(min. 0-1-8), 3=120/6-11-5(min. 0-1-8), 4=193/6-11-5(min. 0-1-8)Max Horz1=-60(LC 12)
Max Uplift1=-34(LC 16), 3=-41(LC 17)
MaxGrav1=138(LC 2), 3=138(LC 2), 4=214(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V14
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:112018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-5Mp1e5BZqbvT?MKAz87S4Juz5g64LWM1tRe1TIz6wFM
Scale=1:10.9
T1 T1
B1
1
2
3
2x4
3x4
2x4
4-3-11
4-3-11
4-4-0
0-0-5
2-2-0
2-2-0
4-4-0
2-2-0
0 -0 -4
1 -7 -8
0 -0 -4
9.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.04
0.12
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 10 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=122/4-3-5(min. 0-1-8), 3=122/4-3-5(min. 0-1-8)
Max Horz1=-34(LC 12)
Max Uplift1=-17(LC 16), 3=-17(LC 17)MaxGrav1=138(LC 2), 3=138(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V15
TrussType
GABLE
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:122018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-ZZNPsRBBbv1KcWvNXrehcXR5L4Sf4w2B65Ob?kz6wFL
Scale=1:81.3
0 -1 -10
0 -1 -10
T1
T2
T1
B1
ST4ST4ST4ST3
ST2
ST1
ST4 ST4 ST3
ST2
ST1
T3
B1B3B21
2
3
4 5 6 7 8 9 10 11 12
13
14
15
29 28 27 26
25
24 23 22 21 20 19 18 17 16
30
31
32
33 34 35 36
37
38
39
4x6
3x6 3x6
4x6
3x6
5x6
3x63x6
48-9-2
48-9-2
14-5-9
14-5-9
34-3-9
19-10-0
48-9-2
14-5-9
5 -10
-11
6 -0 -5
5 -10
-11
5.0012
PlateOffsets(X,Y)-- [5:0-3-0,Edge], [9:0-3-0,0-3-0], [11:0-3-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.20
0.10
0.23
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
15
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 163 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 48-9-2.
(lb)-Max Horz1=-100(LC 21)
Max UpliftAll uplift 100 lb orless at joint(s) 22, 23, 25, 27, 28, 21, 20, 18 except 29=-101(LC 16), 17=-101(LC 17), 16=-101(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 15 except 22=420(LC 37), 23=421(LC 37), 25=388(LC 37),
27=390(LC 38), 28=416(LC 38), 29=441(LC 38), 21=423(LC 37), 20=380(LC 37), 18=390(LC 38), 17=416(LC 38), 16=441(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 8-22=-340/114, 7-23=-341/121, 6-25=-308/92, 4-27=-309/131, 3-28=-341/152,
2-29=-342/148, 9-21=-343/122, 10-20=-301/89, 12-18=-309/130, 13-17=-341/153,
14-16=-342/148
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-8-12 to 5-7-2,Interior(1) 5-7-2 to 14-5-9,Exterior(2) 14-5-9 to 41-2-2,
Interior(1) 41-2-2 to 48-0-6zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates are 2x4MT20 unless otherwiseindicated.7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 22, 23, 25, 27, 28,21, 20, 18 except(jt=lb) 29=101, 17=101, 16=101.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V16
TrussType
GABLE
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:142018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-VxU9H7DR7WH2sp2leGh9iyWPFu59YqXUZPti3dz6wFJ
Scale=1:71.8
0 -1 -10
0 -1 -10
T1
T2
T1
B1
ST3ST3ST3
ST2
ST1
ST3 ST3
ST2
ST1
B1B21
2
3
4 5 6 7 8
9
10
11
22 21 20 19 18 17 16 15 14 13 12
23
24
25 26
2728 29 30
31
32 33 34
3x5 3x5
3x6
6x6 6x6
3x6
43-11-8
43-11-8
14-0-12
14-0-12
29-10-12
15-10-0
43-11-8
14-0-12
5 -8 -11
5 -10
-5
5 -8 -11
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.37
0.23
0.23
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
11
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 143 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 43-11-8.(lb)-Max Horz1=-97(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 11, 17, 18, 20, 21, 16, 14, 13 except 22=-129(LC 16),
12=-129(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 1, 11 except 17=406(LC 37), 18=441(LC 37), 20=302(LC 53),
21=398(LC 38), 22=567(LC 38), 16=441(LC 37), 14=302(LC 54), 13=398(LC 38), 12=567(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-17=-326/112, 5-18=-362/126, 3-21=-339/165, 2-22=-427/174, 7-16=-362/125,
9-13=-339/165, 10-12=-427/174
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-8-12 to 5-1-6,Interior(1) 5-1-6 to 14-0-12,Exterior(2) 14-0-12 to 36-1-3,
Interior(1) 36-1-3 to 43-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates are 1.5x4MT20 unless otherwiseindicated.7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 11, 17, 18, 20,21, 16, 14, 13 except(jt=lb) 22=129, 12=129.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V17
TrussType
GABLE
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:152018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-z82XUTE4uqPvTzdyCzCOE93cVHTQHH6do3cFc3z6wFI
Scale:3/16"=1'
0 -1 -10
0 -1 -10
T1
T2
T1
B1
ST4ST4ST3
ST2
ST1
ST4 ST3
ST2
ST1B1B21
2
3
4
5 6 7 8 9
10
11
12
13
24 23 22 21 20 19 18 17 16 15 14
2526
27
28 2930 31
32
3334
3x5
3x6 3x6
3x5
3x6 3x6
39-1-14
39-1-14
13-7-15
13-7-15
25-5-15
11-10-0
39-1-14
13-7-15
5 -6 -11
5 -8 -5
5 -6 -11
5.0012
PlateOffsets(X,Y)-- [5:0-3-0,Edge], [9:0-3-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.21
0.10
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
13
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 125 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 39-1-14.
(lb)-Max Horz1=-94(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 19, 21, 22, 24, 17, 16, 14 except 23=-102(LC 16), 15=-104(LC17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 13 except 19=429(LC 37), 21=384(LC 37), 22=384(LC 38),
23=428(LC 38), 24=394(LC 38), 17=384(LC 37), 16=384(LC 38), 15=428(LC 38), 14=394(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-19=-349/127, 6-21=-304/92, 4-22=-304/133, 3-23=-349/152, 2-24=-310/130,8-17=-304/92, 10-16=-304/132, 11-15=-349/154, 12-14=-310/130
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-8-12 to 4-7-10,Interior(1) 4-7-10 to 13-7-15,Exterior(2) 13-7-15 to 31-0-4,
Interior(1) 31-0-4 to 38-5-2zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &
MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)All plates are 1.5x4MT20 unless otherwiseindicated.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 19, 21, 22, 24, 17,
16, 14 except(jt=lb) 23=102, 15=104.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V18
TrussType
GABLE
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:162018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-SKcwhpFif7Xm57C8mhjdnMcmMhoi0kEn0jMo8Vz6wFH
Scale=1:55.7
0 -1 -10
0 -1 -10
T1
T2
T1
B1
ST3ST3
ST2
ST1
ST3
ST2
ST1
B3B21
2
3
4 5 6
7
8
9
18 17 16 15 14 13 12 11 10
19
20
21
22 23
24
25
26
3x4 3x4
3x4
6x6 6x6
3x4
34-4-5
34-4-5
13-3-2
13-3-2
21-1-2
7-10-0
34-4-5
13-3-2
5 -4 -11
5 -6 -5
5 -4 -11
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.27
0.16
0.22
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 107 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 34-4-5.(lb)-Max Horz1=-91(LC 21)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 9, 14, 16 except 17=-102(LC 16), 18=-113(LC 16), 11=-101(LC
17), 10=-113(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 1, 9 except 14=463(LC 37), 16=294(LC 2), 17=423(LC 38),
18=500(LC 38), 12=294(LC 2), 11=423(LC 38), 10=500(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 5-14=-383/130, 3-17=-355/154, 2-18=-379/155, 7-11=-355/154, 8-10=-379/155
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-8-12 to 4-1-14,Interior(1) 4-1-14 to 13-3-2,Exterior(2) 13-3-2 to 25-11-5,
Interior(1) 25-11-5 to 33-7-9zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates are 1.5x4MT20 unless otherwiseindicated.
7)Gablerequirescontinuous bottomchord bearing.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 9, 14, 16
except(jt=lb) 17=102, 18=113, 11=101, 10=113.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V19
TrussType
GABLE
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:182018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-Ojkg6UGyAlnTKRMWt6l5snh2UVRVUft3U1rvCOz6wFF
Scale:1/4"=1'
0 -1 -10
0 -1 -10
T1
T2
T1
B1
ST3ST2
ST1
ST2
ST1
B21
2
3
4 5 6
7
8
9
15 14 13 12 11 10
16
17
18 19
20
21
3x5
3x4 3x4
3x5
3x4
29-6-11
29-6-11
12-10-6
12-10-6
16-8-6
3-10-0
29-6-11
12-10-6
5 -2 -11
5 -4 -5
5 -2 -11
5.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [6:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.48
0.33
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.01
(loc)
-
-
9
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 88 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 29-6-11.
(lb)-Max Horz1=-88(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 9, 12, 14, 11 except 15=-153(LC 16), 10=-154(LC 17)MaxGravAllreactions 250 lb orless at joint(s) except 1=296(LC 38), 9=296(LC 38), 12=359(LC 37), 14=286(LC
38), 15=657(LC 38), 11=286(LC 38), 10=657(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 5-12=-269/70, 2-15=-495/201, 8-10=-495/202
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-8-12 to 3-8-12,Interior(1) 3-8-12 to 12-10-6,Exterior(2) 12-10-6 to 16-8-6,
Interior(1) 20-11-4 to 28-9-15zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.
6)All plates are 1.5x4MT20 unless otherwiseindicated.
7)Gablerequirescontinuous bottomchord bearing.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 9, 12, 14, 11
except(jt=lb) 15=153, 10=154.10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V20
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:192018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-svI2KqHax2vKyaxjRpGKP?EIEvrKD7kDjhaSlqz6wFE
Scale=1:39.9
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
B21
2
3
4
5
6
7
13 12 11 10 9 8
14
15 16
17
3x4
4x4
3x4
3x4
24-9-2
24-9-2
12-4-9
12-4-9
24-9-2
12-4-9
0 -0 -4
5 -1 -14
0 -0 -4
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.16
0.10
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
0.00
(loc)
-
-
7
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 72 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 24-9-2.(lb)-Max Horz1=86(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 7, 13, 8 except 12=-105(LC 16), 9=-105(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 7 except 11=284(LC 2), 12=335(LC 33), 13=338(LC 2),9=335(LC 34), 8=338(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-12=-259/155, 5-9=-259/155
NOTES-1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 12-4-9,Exterior(2) 12-4-9 to 15-4-9zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)All plates are 1.5x4MT20 unless otherwiseindicated.
6)Gablerequirescontinuous bottomchord bearing.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 7, 13, 8 except
(jt=lb) 12=105, 9=105.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V21
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:202018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-K5sQXAICiM1BakWv?WoZxCmRBIAMyaMMxLK0HGz6wFD
Scale:3/8"=1'
T1 T1
B1
ST2
ST1 ST1
B2
1
2
3
4
5
9 8 7 6
10
11 12 13 14
15
3x4
4x4
3x4
3x4 1.5x41.5x4
1.5x4
1.5x4
1.5x4
0-0-10
0-0-10
19-11-8
19-10-14
9-11-12
9-11-12
19-11-8
9-11-12
0 -0 -4
4 -1 -14
0 -0 -4
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.28
0.17
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 54 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 19-10-5.(lb)-Max Horz1=68(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 9=-140(LC 16), 6=-140(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5, 7 except 9=459(LC 33), 6=459(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 2-9=-328/186, 4-6=-328/186
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 9-11-12,Exterior(2) 9-11-12 to 12-11-12
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
9=140, 6=140.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V22
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:202018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-K5sQXAICiM1BakWv?WoZxCmTBIBaybkMxLK0HGz6wFD
Scale=1:24.4
T1 T1
B2
ST2
ST1 ST1
B1
1
2
3
4
5
9 8 7 6
10
11 12
13
3x4
4x4
3x43x41.5x41.5x4
1.5x4
1.5x4
1.5x4
15-1-14
15-1-14
7-6-15
7-6-15
15-1-14
7-6-15
0 -0 -4
3 -1 -14
0 -0 -4
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.15
0.10
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 39 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 15-1-14.(lb)-Max Horz1=-50(LC 21)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 5 except 9=-104(LC 16), 6=-103(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 1, 5 except 8=287(LC 2), 9=325(LC 33), 6=325(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-6-15,Interior(1) 3-6-15 to 7-6-15,Exterior(2) 7-6-15 to 10-6-15
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 5 except(jt=lb)
9=104, 6=103.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V23
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:212018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-oIPplWIrTg92Bu55YEJoUQJcIiVkh2yWA?3Zpjz6wFC
Scale=1:16.7
T1 T1
B1
ST1
1
2
3
4
5
6
7
8
9
10
2x4
4x4
2x41.5x4
10-4-5
10-4-5
5-2-2
5-2-2
10-4-5
5-2-2
0 -0 -4
2 -1 -14
0 -0 -4
5.0012
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.32
0.17
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 24 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2OTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=153/10-4-5(min. 0-1-8), 3=153/10-4-5(min. 0-1-8), 4=320/10-4-5(min. 0-1-8)Max Horz1=33(LC 16)
Max Uplift1=-46(LC 16), 3=-51(LC 17), 4=-11(LC 16)
MaxGrav1=175(LC 2), 3=175(LC 2), 4=357(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-9-1 to 3-9-1,Interior(1) 3-9-1 to 5-2-2,Exterior(2) 5-2-2 to 8-2-2zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 59223-W1
Dansco Engineering, LLC
Date: 6/13/18
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
1802242-12T
Truss
V24
TrussType
Valley
Qty
1
Ply
1
1802242-12TDWHWoodside-West Clay- 4
Job Reference (optional)Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.Tue Jun1221:13:222018 Page1ID:bRTO9oDnRLEHvJjVgeMKW3yF_s1-GUzBysJTEzHvp2fI6xq10dsr16rpQV4fPfp7M9z6wFB
Scale=1:10.5
T1 T1
B1
1
2
3
2x4
3x4
2x4
5-6-11
5-6-11
2-9-6
2-9-6
5-6-11
2-9-6
0 -0 -4
1 -1 -14
0 -0 -4
5.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLL
TCDL
BCLL
BCDL
20.0
10.0
0.0
10.0
SPACING-
PlateGrip DOL
Lumber DOL
RepStressIncr
Code
2-0-0
1.15
1.15
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-P
0.06
0.18
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
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: 11 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-6-11 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=143/5-6-11(min. 0-1-8), 3=143/5-6-11(min. 0-1-8)
Max Horz1=-15(LC 17)
Max Uplift1=-24(LC 16), 3=-24(LC 17)MaxGrav1=162(LC 2), 3=162(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1) Unbalancedroofliveloads 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; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)Gablerequirescontinuous bottomchord bearing.
6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 1, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard