HomeMy WebLinkAbout42240025 - WWC 25 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under
my direct supervision and control based on the parameters provided by Stark Truss Inc.
Job:
truss design(s)
6602-W1
5/8/19
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2007 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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J01
TrussType
JACK-OPEN
Qty
6
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:362019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-6i?tWpLVFhzKB083bzpErlJzTNp71UMu349KNrzIZAb
Scale=1:16.9
W1
T1
B1
1
2
5
6
3
4
3x4
3x4
2-0-0
2-0-0
-1-5-12
1-5-12
2-0-0
2-0-0
1-7-12-9-12-4-22-9-17.0012
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
0.22
0.11
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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-0-0 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=184/0-6-0(min. 0-1-8), 3=18/Mechanical, 4=11/Mechanical
Max Horz5=71(LC 13)
Max Uplift5=-15(LC 16), 3=-42(LC 16), 4=-11(LC 13)
MaxGrav5=228(LC 22), 3=36(LC 30), 4=32(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)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 1-11-14zone;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 15 lb uplift at joint 5, 42 lb uplift at joint 3
and 11 lb uplift at joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J02
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:372019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-avZFj9M80_5BoAjF8gKTOzr6Yn9mmxc1IkvuvHzIZAa
Scale=1:16.6
W1
T1
B1
1
2
5
6
3
4
2x4
2x4
2-3-11
2-3-11
-1-8-8
1-8-8
2-3-11
2-3-11
1-7-12-8-55.7412
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
0.33
0.08
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
-0.02
(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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-3-11 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=155/0-9-6(min. 0-1-8), 3=-5/Mechanical, 4=-0/Mechanical
Max Horz5=67(LC 11)
Max Uplift5=-42(LC 12), 3=-54(LC 16), 4=-14(LC 27)
MaxGrav5=229(LC 18), 3=31(LC 8), 4=25(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 42 lb uplift at joint 5, 54 lb uplift at joint 3
and 14 lb uplift at joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-36(F=7,B=7), 5=0(F=10,B=10)-to-4=-14(F=3,B=3)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J03
TrussType
Jack-Open
Qty
25
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:392019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-WHh?8rOOYcLv2TteG5MxTOxOjalnEr5Kl2O?_AzIZAY
Scale=1:34.2
W1
T1
B1
1
2
5
6
7
8
3
4
5x12MT18H
3x4
5-1-0
5-1-0
-0-11-12
0-11-12
5-1-0
5-1-0
1-7-15-9-145-4-15-9-1410.0012
PlateOffsets(X,Y)-- [5:0-8-8,0-0-0]
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-MR
0.60
0.43
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.08
-0.11
0.15
(loc)
4-5
4-5
3
l/defl
>739
>534
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 17 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-0 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)5=236/0-6-0(min. 0-1-8), 3=111/Mechanical, 4=55/Mechanical
Max Horz5=179(LC 16)
Max Uplift3=-144(LC 16), 4=-14(LC 16)
MaxGrav5=270(LC 2), 3=158(LC 30), 4=94(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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 5-0-4zone;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)All plates areMT20 plates unless otherwiseindicated.
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)Bearing at joint(s) 5 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 144 lb uplift at joint 3 and 14 lb uplift at
joint 4.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J04
TrussType
Jack-Open
Qty
3
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:402019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?UFOLBP0JvTmfdSqqptA0bTeB_5czILT_i7YWczIZAX
Scale=1:34.5
W1
T1
B1
B2
B31
2
3
8 7
6
9
10
4
5
3x4
3x4
1.5x4
3x5
5x6
2-6-0
2-6-0
5-1-0
2-7-0
-0-11-12
0-11-12
2-6-0
2-6-0
5-1-0
2-7-0
1-7-15-9-144-9-145-4-11-0-010.0012
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
0.30
0.39
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.11
-0.09
(loc)
6
6
4
l/defl
>640
>516
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 20 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2 *Except*
B2: 2x4SPFStud
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-0 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)8=236/0-6-0(min. 0-1-8), 4=102/Mechanical, 5=64/Mechanical
Max Horz8=179(LC 16)
Max Uplift4=-112(LC 16), 5=-45(LC 16)
MaxGrav8=270(LC 2), 4=140(LC 30), 5=87(LC 30)
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)-0-11-12 to 2-3-2,Interior(1) 2-3-2 to 5-0-4zone;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 112 lb uplift at joint 4 and 45 lb uplift at
joint 5.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J05
TrussType
Jack-Open
Qty
2
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:412019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-TgpmZXPe4DbdHn11NWPPYp0p2OUyilbdCMt523zIZAW
Scale=1:23.5
W1
T1
B1
1
2
5
6
3
43x4
3x4
0-2-0
0-2-0
2-11-8
2-9-8
-0-11-12
0-11-12
2-11-8
2-11-8
1-7-14-0-103-6-134-0-1010.0012
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
0.19
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.01
-0.05
(loc)
4-5
4-5
3
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 11 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-11-8 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)5=166/0-3-8(min. 0-1-8), 3=58/Mechanical, 4=28/Mechanical
Max Horz5=107(LC 16)
Max Uplift3=-91(LC 16), 4=-35(LC 13)
MaxGrav5=191(LC 2), 3=88(LC 30), 4=52(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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 2-10-12zone;cantileverleft and right
exposed ; end verticalleft and right 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 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 91 lb uplift at joint 3 and 35 lb uplift at
joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J06
TrussType
Jack-Open
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:422019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xsN8mtQGrXjUvxbDxDwe50Z?forvRCrmR0cfbVzIZAV
Scale=1:20.6
W1
T1
B1
1
2
5
3
43x4
3x4
0-2-0
0-2-0
2-3-3
2-1-3
-0-11-12
0-11-12
2-3-3
2-3-3
1-7-13-5-112-11-143-5-1110.0012
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
0.24
0.15
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
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: 9 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-3-3 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=146/0-3-8(min. 0-1-8), 3=39/Mechanical, 4=19/Mechanical
Max Horz5=86(LC 13)
Max Uplift3=-73(LC 16), 4=-34(LC 13)
MaxGrav5=168(LC 2), 3=64(LC 30), 4=38(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;
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 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 73 lb uplift at joint 3 and 34 lb uplift at
joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J07
TrussType
Jack-Open
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:432019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-P3wW_DRucqrLW5APVxRteE5BQBC3Af5wggMC7xzIZAU
Scale=1:16.2
W1
T1
B1
1
2
5
3
4
3x4
2x4
0-2-0
0-2-0
1-2-9
1-0-9
-0-11-12
0-11-12
1-2-9
1-2-9
1-7-12-7-32-1-62-7-310.0012
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
0.09
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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-2-9 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=2/Mechanical, 4=5/Mechanical, 5=125/0-3-8(min. 0-1-8)
Max Horz5=66(LC 13)
Max Uplift3=-44(LC 16), 4=-40(LC 13), 5=-4(LC 12)
MaxGrav3=28(LC 14), 4=28(LC 14), 5=162(LC 22)
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;
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 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 44 lb uplift at joint 3, 40 lb uplift at joint 4
and 4 lb uplift at joint 5.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J08
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:442019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-tFUuBYSXM8zC8Elb3ey6AReJxbUev5L3vK5mfNzIZAT
Scale=1:22.8
W1
T1
B1
1
2
5
6
7
8
9
3
10 11 12
43x4
3x4
0-2-0
0-2-0
4-11-12
4-9-12
-1-8-8
1-8-8
4-11-12
4-11-12
1-7-13-11-100-4-103-7-03-11-105.7412
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
0.38
0.26
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
0.07
-0.11
(loc)
4-5
4-5
3
l/defl
>654
>815
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-11-12 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=154/0-6-1(min. 0-1-8), 3=76/Mechanical, 4=34/Mechanical
Max Horz5=92(LC 16)
Max Uplift5=-184(LC 16), 3=-128(LC 16), 4=-59(LC 9)
MaxGrav5=184(LC 2), 3=98(LC 53), 4=78(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; porchleft 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 184 lb uplift at joint 5, 128 lb uplift at
joint 3 and 59 lb uplift at joint 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) 77 lb down and 131 lb up at
1-7-4, and 82 lb down and 38 lb up at 2-2-5, and 83 lb down and 77 lb up at 4-0-4 on top chord, and 45 lb down and 37 lb up at
1-7-4, and 43 lb down and 45 lb up at 2-2-5, and 12 lb down and 45 lb up at 4-0-4 on bottomchord.The design/selection of such
connection device(s)is the responsibility of others.
10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 6=43(B) 10=1(B) 11=1(F) 12=0(F)
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J08
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:442019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-tFUuBYSXM8zC8Elb3ey6AReJxbUev5L3vK5mfNzIZAT
LOADCASE(S)Standard
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-63(F=-6,B=-6), 5=0(F=10,B=10)-to-4=-25(F=-2,B=-2)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J09
TrussType
Jack-Open
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:452019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-LR2HOuS97S52mOKocMTLjfAWC?tneYbD7_rJCqzIZAS
Scale=1:14.7
W1
T1
B1
1
2
5
3
4
3x4
2x4
0-2-0
0-2-0
1-3-2
1-1-2
-1-5-12
1-5-12
1-3-2
1-3-2
1-7-12-3-147.0012
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
0.22
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: 7 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-3-2 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=-22/Mechanical, 4=-0/Mechanical, 5=182/0-3-8(min. 0-1-8)
Max Horz5=61(LC 13)
Max Uplift3=-68(LC 22), 4=-33(LC 13), 5=-19(LC 16)
MaxGrav3=11(LC 12), 4=20(LC 14), 5=253(LC 22)
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;
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 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 68 lb uplift at joint 3, 33 lb uplift at joint 4
and 19 lb uplift at joint 5.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J10
TrussType
Jack-Open
Qty
23
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:462019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-pecfcETnulDvNYv_A3_aFsjcqP89N?qMMeaskGzIZAR
Scale=1:30.5
W1
T1
B1
1
2
5
6
7
3
4
5x6
3x4
4-8-0
4-8-0
-0-11-12
0-11-12
4-8-0
4-8-0
1-7-15-5-120-5-134-11-155-5-1210.0012
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
0.55
0.38
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.06
-0.08
0.12
(loc)
4-5
4-5
3
l/defl
>922
>678
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 16 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-0 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=222/0-6-0(min. 0-1-8), 3=101/Mechanical, 4=50/Mechanical
Max Horz5=165(LC 16)
Max Uplift3=-133(LC 16), 4=-14(LC 16)
MaxGrav5=254(LC 2), 3=145(LC 30), 4=86(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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 4-7-4zone;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 133 lb uplift at joint 3 and 14 lb uplift at
joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J11
TrussType
Jack-Open
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:482019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-m0kP1wV1QNUdds3NIU12LHo?4CtorvKfqy3zo9zIZAP
Scale=1:25.1
W1
T1
B1
1
2
5
6
7
3
4
4x4
3x4
3-4-1
3-4-1
-0-11-12
0-11-12
3-4-1
3-4-1
1-7-14-4-710.0012
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
0.37
0.25
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.02
-0.05
(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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-4-1 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=178/0-6-0(min. 0-1-8), 3=68/Mechanical, 4=32/Mechanical
Max Horz5=120(LC 16)
Max Uplift3=-100(LC 16), 4=-17(LC 16)
MaxGrav5=205(LC 2), 3=102(LC 30), 4=60(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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 3-3-5zone;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 3 and 17 lb uplift at
joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J12
TrussType
Jack-Open
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:492019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ECInEGWfBgcUE0eZrCYHtULC1cEhaMao2cpWLbzIZAO
Scale=1:19.3
W1
T1
B1
1
2
5
3
4
3x4
3x4
1-11-4
1-11-4
-0-11-12
0-11-12
1-11-4
1-11-4
1-7-13-2-70-5-132-8-103-2-710.0012
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
0.14
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
-0.02
(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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-11-4 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=138/0-6-0(min. 0-1-8), 3=30/Mechanical, 4=15/Mechanical
Max Horz5=80(LC 13)
Max Uplift3=-65(LC 16), 4=-22(LC 16)
MaxGrav5=160(LC 2), 3=55(LC 30), 4=38(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 65 lb uplift at joint 3 and 22 lb uplift at
joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J13
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:502019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-iPsAScWHy_kLsADlPv3WQiuHE0T1JpqyHGY4t1zIZAN
Scale=1:31.4
W1
T1
B1
1
2
5
6
7
8
9
3
10 11 12
4
3x5
4x4
7-11-9
7-11-9
-1-8-8
1-8-8
3-11-12
3-11-12
7-11-9
3-11-12
1-7-15-4-110-6-134-9-155-4-125.7412
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
0.52
0.58
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.23
-0.38
-0.13
(loc)
4-5
4-5
3
l/defl
>400
>245
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 31 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x6SPF No.2
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=303/0-9-6(min. 0-1-8), 3=262/Mechanical, 4=101/Mechanical
Max Horz5=168(LC 12)
Max Uplift5=-148(LC 16), 3=-294(LC 12), 4=-2(LC 12)
MaxGrav5=347(LC 2), 3=350(LC 44), 4=162(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-5=-288/175
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 148 lb uplift at joint 5, 294 lb uplift at
joint 3 and 2 lb uplift at joint 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) 85 lb down and 67 lb up at
3-5-7, and 122 lb down and 87 lb up at 4-7-0, and 110 lb down and 111 lb up at 5-10-12 on top chord, and 23 lb down and 32 lb up
at 3-5-7, and 25 lb down and 24 lb up at 4-7-0, and 34 lb down and 36 lb up at 5-10-12 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: 9=-7(B) 10=0(B) 11=-1(F) 12=-8(B)
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J13
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:502019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-iPsAScWHy_kLsADlPv3WQiuHE0T1JpqyHGY4t1zIZAN
LOADCASE(S)Standard
Trapezoidal Loads(plf)
Vert: 2=-3(F=24,B=24)-to-3=-101(F=-25,B=-25), 5=-0(F=10,B=10)-to-4=-40(F=-10,B=-10)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
J14
TrussType
Jack-Open
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:512019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-AbPYfyXwjIsCUJnyzcalyvQWGQuB2G45WwIdPTzIZAM
Scale=1:21.8
W1
T1
B1
1
2
5
6
7
8
3
4
3x4
3x4
3-8-7
3-8-7
-1-5-12
1-5-12
3-8-7
3-8-7
1-7-13-9-03-4-13-9-07.0012
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
0.31
0.20
0.00
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.02
-0.03
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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-7 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=225/0-6-0(min. 0-1-8), 3=71/Mechanical, 4=33/Mechanical
Max Horz5=97(LC 16)
Max Uplift5=-14(LC 16), 3=-78(LC 16), 4=-4(LC 16)
MaxGrav5=260(LC 2), 3=99(LC 30), 4=65(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)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 3-7-11zone;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 14 lb uplift at joint 5, 78 lb uplift at joint 3
and 4 lb uplift at joint 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB01
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:522019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-enzwsHYYUb_35TM8XK5_V7zhpqEXniuEka1BxwzIZAL
Scale=1:18.4
0-1-120-1-12T1
T2
T1
B1
W1
1
2
3 4 5
6
7
8
9 10
3x4 3x4
2x4 2x41.5x4
1.5x4
10-6-3
10-6-3
10-6-3
10-6-3
0-4-131-3-51-5-10-1-100-4-130-1-1010.0012
PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [5:0-2-0,Edge], [6:0-2-1,0-1-0]
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-SH
0.26
0.19
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 25 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 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=195/9-2-12(min. 0-1-9), 6=195/9-2-12(min. 0-1-9), 8=375/9-2-12(min. 0-1-9)
Max Horz2=30(LC 15)
Max Uplift2=-33(LC 16), 6=-34(LC 17), 8=-53(LC 13)
MaxGrav2=219(LC 39), 6=219(LC 39), 8=534(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-272/116, 5-6=-273/116
WEBS 4-8=-418/155
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) 0-2-14 to 5-11-6,Interior(1) 5-11-6 to 8-9-11,Exterior(2) 8-9-11 to 10-3-5
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)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 33 lb uplift at joint 2, 34 lb uplift at joint 6
and 53 lb uplift at joint 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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB02
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:532019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-6_XI4dZAFv6wjdxK41cD2KWvfDamWAdOzEnkUMzIZAK
Scale=1:18.4
0-1-120-1-12T1
T2
T1
B1
ST1
1
2
3 4 5
6
7
8
9
10
3x4 3x4
2x4 2x41.5x4
1.5x4
10-6-3
10-6-3
3-1-4
3-1-4
7-4-14
4-3-10
10-6-3
3-1-4
0-4-132-5-52-7-10-1-100-4-130-1-1010.0012
PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [5:0-2-0,Edge], [6:0-2-1,0-1-0]
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-SH
0.13
0.19
0.06
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
7
7
6
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 27 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 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=233/9-2-12(min. 0-1-8), 6=233/9-2-12(min. 0-1-8), 8=272/9-2-12(min. 0-1-8)
Max Horz2=60(LC 15)
Max Uplift2=-64(LC 16), 6=-64(LC 17), 8=-7(LC 13)
MaxGrav2=346(LC 39), 6=346(LC 39), 8=375(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-9=-303/122, 6-10=-303/122
WEBS 4-8=-260/100
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=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 64 lb uplift at joint 2, 64 lb uplift at joint 6
and 7 lb uplift at joint 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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB03
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:542019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-aA5gHzZo0DEnLnWWel8SaY20Jdw0FdIXCuWH0ozIZAJ
Scale=1:23.0
0-1-120-1-12T1
T2
T1
B1
ST1
1 2
3 4 5
6
7
8
9
10
3x4 3x4
2x4 2x41.5x4
1.5x4
10-6-3
10-6-3
4-6-1
4-6-1
6-0-1
1-6-0
10-6-3
4-6-1
0-4-133-7-53-9-10-1-100-4-130-1-103-5-1110.0012
PlateOffsets(X,Y)-- [2:0-2-1,0-1-0], [3:0-2-0,Edge], [5:0-2-0,Edge], [6:0-2-1,0-1-0]
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-SH
0.32
0.19
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: 29 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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=253/9-2-12(min. 0-1-12), 6=253/9-2-12(min. 0-1-12), 8=203/9-2-12(min. 0-1-12)
Max Horz2=-91(LC 14)
Max Uplift2=-90(LC 16), 6=-97(LC 17)
MaxGrav2=437(LC 39), 6=437(LC 39), 8=261(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-9=-384/143, 6-10=-384/143
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) 0-2-14 to 3-2-14,Interior(1) 3-2-14 to 4-6-1,Exterior(2) 4-6-1 to 6-0-1zone;
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)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 90 lb uplift at joint 2 and 97 lb uplift at
joint 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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB04
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:552019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-2Mf3VJaQnWMeyx5jCSfh7lbDT1Ij_3nhRYGrYFzIZAI
Scale=1:58.1
0-1-150-1-15T1
T2
T1
B1 ST1ST1ST1 ST1 ST1 ST1
T3
1
2 3 4 5 6 7 8 9 10 11 12
13
14
21 20 19 18 17 16 15
22 23 24 25
3x4
3x4 3x4
3x4
5x6
3x4
32-1-1
32-1-1
2-5-6
2-5-6
29-7-10
27-2-4
32-1-1
2-5-6
0-4-51-1-91-5-20-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [12:0-2-0,Edge], [18:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.23
0.10
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
13
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 78 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=31(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=324(LC 1), 19=408(LC 38), 20=457(LC 38),
21=392(LC 38), 17=408(LC 38), 16=457(LC 38), 15=392(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-19=-328/115, 5-20=-377/121, 4-21=-312/104, 9-17=-328/114, 10-16=-377/121,
11-15=-312/103
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) 0-3-11 to 6-8-5,Interior(1) 6-8-5 to 29-7-10,Exterior(2) 29-7-10 to 31-9-6
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=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.
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)Provide adequate drainage to preventwater ponding.
8)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
10)Gablestudsspaced at 4-0-0 oc.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 18, 19, 20, 21,
17, 16, 15, 13.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
14)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB05
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:572019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?lnpw?cgI8cLCEF5Jth9CAgZBrzESz8_urlyd7zIZAG
Scale=1:58.1
0-1-150-1-15T1
T2
T1
B1
ST2ST2ST2ST1 ST2 ST2 ST1
T3
B11
2
3
4 5 6 7 8 9 10 11
12
13
14
21 20 19 18 17 16 15
22
23 24 25 26
27
3x4
3x4 3x4
3x4
5x6
3x4
32-1-1
32-1-1
5-3-11
5-3-11
26-9-6
21-5-11
32-1-1
5-3-11
0-4-52-9-93-1-20-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [11:0-2-0,Edge], [18:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.22
0.10
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
14
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 91 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=-74(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=440(LC 38), 19=445(LC 38), 20=430(LC 38),
21=369(LC 39), 17=445(LC 38), 16=430(LC 38), 15=369(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-18=-360/115, 7-19=-365/117, 5-20=-349/111, 3-21=-274/114, 9-17=-365/117,
10-16=-349/111, 12-15=-274/107
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 5-3-11,Exterior(2) 5-3-11 to 31-2-14,
Interior(1) 31-2-14 to 31-9-6zone;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)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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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, 18, 19, 20, 21,
17, 16, 15, 13.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB06
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:39:582019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-TxKB7LdJ3RkCqOqItbCOkODjEEJVBPO77VUV9azIZAF
Scale=1:56.9
0-1-150-1-15T1
T2
T1
B1
ST3ST3ST2
ST1
ST3 ST2
ST1
B11
2
3
4 5 6 7 8
9
10
11
18 17 16 15 14 13 12
19 20
21 22 23 24
25
26
3x4
5x6
6x6 6x6
3x4
32-1-1
32-1-1
8-1-15
8-1-15
23-11-1
15-9-2
32-1-1
8-1-15
0-4-54-5-94-9-20-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [15:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.26
0.09
0.16
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
10
11
10
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 102 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=-118(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=-139(LC 16), 12=-138(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 10 except 15=430(LC 38), 16=467(LC 38), 17=294(LC 39),
18=473(LC 39), 14=467(LC 38), 13=294(LC 39), 12=473(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-15=-350/111, 5-16=-387/128, 3-18=-387/180, 7-14=-387/128, 9-12=-387/179
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 8-1-15,Exterior(2) 8-1-15 to 28-0-8,
Interior(1) 28-0-8 to 31-9-6zone;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)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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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, 15, 16, 17, 14,
13, 10 except(jt=lb) 18=139, 12=138.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB07
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:002019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-PKSyY1eZb3_w3izg??EsqpI402?xfHxQapzcDSzIZAD
Scale=1:57.4
0-1-150-1-15T1
T2
T1
B1
ST3ST3
ST2
ST1
ST3
ST2
ST1
B11
2
3
4
5 6 7 8 9
10
11
12
13
20 19 18 17 16 15 14
21
22
23
2425 2627
28
29
30
3x4
3x4
3x4
5x6
3x4
32-1-1
32-1-1
11-0-4
11-0-4
21-0-13
10-0-9
32-1-1
11-0-4
0-4-56-1-96-5-20-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [5:0-2-0,Edge], [9:0-2-0,Edge], [17:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.25
0.10
0.28
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 109 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=-161(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 17, 18, 16 except 19=-111(LC 16), 20=-126(LC 16), 15=-107(LC
17), 14=-127(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=467(LC 38), 18=372(LC 38), 19=432(LC 39),
20=436(LC 39), 16=372(LC 38), 15=432(LC 39), 14=436(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-17=-387/133, 6-18=-292/104, 4-19=-354/161, 3-20=-347/165, 8-16=-292/85,
10-15=-354/157, 11-14=-347/166
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 11-0-4,Exterior(2) 11-0-4 to 25-3-11,
Interior(1) 25-3-11 to 31-9-6zone;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)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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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) 17, 18, 16
except(jt=lb) 19=111, 20=126, 15=107, 14=127.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB08
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:022019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Ljaizigp7gEeI0736QHKvEOQeshN7B0j27SjILzIZAB
Scale=1:58.5
0-1-150-1-15T2
T3
T2
B1
ST4ST3
ST2
ST1
ST3
ST2
ST1
T1
B1
T1
1
2
3
4
5
6
7 8 9
10
11
12
13
14
15
22 21 20 19 18 17 16
23
24
25 26
27
28
3x4
3x4
3x4
3x4
3x4
5x6
3x4
32-1-1
32-1-1
13-10-9
13-10-9
18-2-8
4-3-15
32-1-1
13-10-9
0-4-57-9-98-1-20-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [7:0-2-0,Edge], [9:0-2-0,Edge], [19:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.24
0.10
0.31
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
15
15
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 114 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 2x4 HF/SPF No.2
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 30-4-12.
(lb)-Max Horz2=-205(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 19, 20, 18 except 21=-132(LC 16), 22=-122(LC 16),
17=-134(LC 17), 16=-121(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 14 except 19=364(LC 38), 20=389(LC 39), 21=459(LC 39),
22=396(LC 47), 18=389(LC 39), 17=459(LC 39), 16=396(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-19=-284/85, 6-20=-309/125, 4-21=-380/182, 3-22=-313/160, 10-18=-309/116,
12-17=-380/184, 13-16=-313/160
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 13-10-9,Exterior(2) 13-10-9 to 18-2-8,
Interior(1) 22-5-7 to 31-9-6zone;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)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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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, 19, 20, 18
except(jt=lb) 21=132, 22=122, 17=134, 16=121.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB09
TrussType
Piggyback
Qty
4
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:032019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-pv84A2gRu_NVw9iFg8oZRRwc9F0gseEsGnCGqnzIZAA
Scale=1:62.5
T2 T2
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
B1
T1 T1
1
2
3
4
5
6
7
8
9
10
11
12
13
20 19 18 17 16 15 14
21
22 23 24
25
26
3x4
4x4
3x4
3x4
5x6
3x4
32-1-1
32-1-1
16-0-8
16-0-8
32-1-1
16-0-8
0-4-59-2-119-4-50-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [17:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.19
0.09
0.24
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 116 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-17
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 30-4-12.
(lb)-Max Horz2=-240(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2 except 18=-135(LC 16), 19=-120(LC 16), 20=-124(LC 16),
16=-135(LC 17), 15=-121(LC 17), 14=-124(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 12, 2 except 17=293(LC 33), 18=358(LC 30), 19=336(LC 30),
20=338(LC 30), 16=358(LC 31), 15=336(LC 31), 14=337(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-18=-278/182, 4-19=-257/170, 3-20=-251/164, 8-16=-277/182, 10-15=-257/171,
11-14=-250/163
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) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 16-0-8,Exterior(2) 16-0-8 to 19-0-8
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)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)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) 2 except(jt=lb)
18=135, 19=120, 20=124, 16=135, 15=121, 14=124.
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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB10
TrussType
Piggyback
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:052019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-mHGrbkiiQbdD9TsenZq1Xs?y73jtKaT9k5hNvgzIZA8
Scale=1:62.5
T2 T2
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
T1 T1
B11
2
3
4
5
6
7
8
9
10
11
12
13
20 19 18 17 16 15 14
21
22 23 24
25
26
3x4
4x4
3x4
3x4
5x6
3x4
32-1-1
32-1-1
16-0-8
16-0-8
32-1-1
16-0-8
0-4-59-2-119-4-50-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [17:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.09
0.05
0.07
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
12
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 232 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud*Except*
ST4: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.All bearings 30-4-12.
(lb)-Max Horz2=-240(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2 except 18=-135(LC 16), 19=-120(LC 16), 20=-124(LC 16),
16=-135(LC 17), 15=-121(LC 17), 14=-124(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=293(LC 33), 18=358(LC 30), 19=336(LC 30),
20=338(LC 30), 16=358(LC 31), 15=336(LC 31), 14=337(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-18=-278/182, 4-19=-257/170, 3-20=-251/164, 8-16=-277/182, 10-15=-257/171,
11-14=-250/163
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.
Bottomchordsconnected 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 and C-CExterior(2) 0-3-11 to 3-3-11,Interior(1) 3-3-11 to 16-0-8,Exterior(2) 16-0-8 to 19-0-8
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
5)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)All plates are 1.5x4MT20 unless otherwiseindicated.
9)Gablerequirescontinuous bottomchord bearing.
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) 2 except(jt=lb)
18=135, 19=120, 20=124, 16=135, 15=121, 14=124.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB10
TrussType
Piggyback
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:052019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-mHGrbkiiQbdD9TsenZq1Xs?y73jtKaT9k5hNvgzIZA8
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB11
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:072019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-igNb0QjyyCtxPn00v_sVcH5GOtOZoQYSBPATzYzIZA6
Scale=1:57.4
0-1-150-1-15T1
T2
T1
B1
ST4ST3
ST2
ST1
ST3
ST2
ST1
B11
2
3
4
5
6 7 8
9
10
11
12
13
20 19 18 17 16 15 14
21
22
23
24 25
26
27
28
3x4
3x4
3x4
5x6
3x4
32-0-15
32-0-15
13-5-7
13-5-7
18-7-6
5-1-15
32-0-15
13-5-9
0-4-57-6-117-10-40-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [6:0-2-0,Edge], [8:0-2-0,Edge], [17:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.24
0.10
0.35
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 113 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=198(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 17, 18, 16, 12 except 19=-134(LC 16), 20=-121(LC 16),
15=-136(LC 17), 14=-120(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=400(LC 38), 18=380(LC 39), 19=459(LC 39),
20=409(LC 39), 16=381(LC 39), 15=459(LC 39), 14=409(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-17=-320/99, 5-18=-300/110, 4-19=-380/184, 3-20=-325/160, 9-16=-300/98,
10-15=-380/186, 11-14=-324/159
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 13-5-7,Exterior(2) 13-5-7 to 22-10-5,
Interior(1) 22-10-5 to 31-9-4zone;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. 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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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, 17, 18, 16, 12
except(jt=lb) 19=134, 20=121, 15=136, 14=120.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB12
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:082019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-AsxzDmkajW?o0xbDThOk8VdR4GkoXvIbQ3v1W_zIZA5
Scale=1:56.9
0-1-150-1-15T1
T2
T1
B1
ST3ST3
ST2
ST1
ST3
ST2
ST1
B11
2
3
4
5 6 7 8 9
10
11
12
13
20 19 18 17 16 15 14
21
22
23 24 25 26
27
28
3x4
3x4
3x4
5x6
3x4
32-0-15
32-0-15
10-7-3
10-7-3
21-5-11
10-10-8
32-0-15
10-7-4
0-4-55-10-116-2-40-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [5:0-2-0,Edge], [9:0-2-0,Edge], [17:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.24
0.10
0.26
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.01
(loc)
13
13
12
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 108 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=155(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 17, 18, 16, 15 except 19=-103(LC 16), 20=-128(LC 16), 14=-128(LC
17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 12 except 17=463(LC 38), 18=383(LC 38), 19=417(LC 39),
20=440(LC 39), 16=383(LC 38), 15=417(LC 39), 14=439(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 7-17=-383/130, 6-18=-303/104, 4-19=-339/152, 3-20=-350/167, 8-16=-303/91,
10-15=-339/148, 11-14=-350/168
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 10-7-3,Exterior(2) 10-7-3 to 25-8-9,
Interior(1) 25-8-9 to 31-9-4zone;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. 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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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) 17, 18, 16, 15
except(jt=lb) 19=103, 20=128, 14=128.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB13
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:102019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-6F3keRmqF7FVGEkba6QCEwjnR4PJ?qautNO8atzIZA3
Scale=1:58.1
0-1-150-1-15T1
T2
T1
B1
ST2ST2ST2
ST1
ST2 ST2
ST1
T3
B11
2
3
4 5 6 7 8 9 10 11
12
13
14
21 20 19 18 17 16 15
22
23 24
25
3x4
3x4 3x4
3x4
5x6
3x4
32-0-15
32-0-15
7-8-14
7-8-14
24-3-15
16-7-1
32-0-15
7-9-0
0-4-54-2-114-6-40-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [11:0-2-0,Edge], [18:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.25
0.09
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
14
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 100 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=-111(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 17, 16, 13 except 21=-127(LC 16), 15=-125(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=430(LC 38), 19=464(LC 38), 20=344(LC 38),
21=450(LC 39), 17=465(LC 38), 16=343(LC 38), 15=450(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-18=-350/111, 6-19=-384/131, 5-20=-265/102, 3-21=-362/166, 9-17=-384/128,
10-16=-264/80, 12-15=-362/164
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 7-8-14,Exterior(2) 7-8-14 to 28-6-14,
Interior(1) 28-6-14 to 31-9-4zone;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. 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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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, 18, 19, 20, 17,
16, 13 except(jt=lb) 21=127, 15=125.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB14
TrussType
Piggyback
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:112019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-aRd6snnS?RNMtOJo8pxRm7FygUlWkIf1618h6JzIZA2
Scale=1:58.1
0-1-150-1-15T1
T2
T1
B1
ST2ST2ST2ST1 ST2 ST2 ST1
T3
B11
2
3 4 5 6 7 8 9 10 11 12
13
14
21 20 19 18 17 16 15
22
23 24 25 26
27
3x4
3x4 3x4
3x4
5x6
3x4
32-0-15
32-0-15
4-10-9
4-10-9
27-2-4
22-3-10
32-0-15
4-10-11
0-4-52-6-112-10-40-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [11:0-2-0,Edge], [18:0-3-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-SH
0.22
0.10
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
14
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 90 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 30-4-12.
(lb)-Max Horz2=68(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=442(LC 38), 19=441(LC 38), 20=446(LC 38),
21=361(LC 39), 17=441(LC 38), 16=445(LC 38), 15=361(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 8-18=-362/115, 7-19=-361/115, 5-20=-365/117, 3-21=-266/103, 9-17=-361/116,
10-16=-365/119, 12-15=-266/95
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) 0-3-9 to 3-3-9,Interior(1) 3-3-9 to 4-10-9,Exterior(2) 4-10-9 to 31-2-12,
Interior(1) 31-2-12 to 31-9-4zone;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. 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)All plates are 1.5x4MT20 unless otherwiseindicated.
8)Gablerequirescontinuous bottomchord bearing.
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, 18, 19, 20, 21,
17, 16, 15, 13.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
PB15
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:132019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-XqksHTojX2d47iTAFEzvrYLIvHRvCCEKZLdoBCzIZA0
Scale=1:58.1
0-1-150-1-15T1 T2 T1B1ST1ST1ST1ST1ST1ST1
T3
1
2 3 4 5 6 7 8 9 10 11 12
13
14
21 20 19 18 17 16 15
22 23 24 25
3x4
3x4 3x4
3x4
10x103x83x83x8 3x8 3x8 3x8
3x4
32-0-15
32-0-15
2-0-5
2-0-5
30-0-8
28-0-3
32-0-15
2-0-7
0-4-50-10-111-2-40-1-100-4-50-1-107.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [7:0-1-12,0-0-0], [12:0-2-0,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
0.23
0.10
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.00
0.00
0.00
(loc)
13
14
13
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 76 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
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 30-4-12.
(lb)-Max Horz2=24(LC 15)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 18, 19, 20, 21, 17, 16, 15, 13
MaxGravAllreactions 250 lb orless at joint(s) 2, 13 except 18=324(LC 1), 19=396(LC 38), 20=457(LC 38),
21=405(LC 38), 17=396(LC 38), 16=457(LC 38), 15=404(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 6-19=-316/115, 5-20=-377/119, 4-21=-322/105, 9-17=-316/114, 10-16=-377/119,
11-15=-322/104
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) 0-3-9 to 6-3-3,Interior(1) 6-3-3 to 30-0-8,Exterior(2) 30-0-8 to 31-9-4zone;
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)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=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.
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)Provide adequate drainage to preventwater ponding.
8)Gablerequirescontinuous bottomchord bearing.
9)Gablestudsspaced at 4-0-0 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) 2, 18, 19, 20, 21,
17, 16, 15, 13.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T01
TrussType
Common
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:142019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?0IEUppLIMlxks2MpyV8OmtLCheixdXUo?MLjezIZA?
Scale=1:56.7
T1 T1
B1
W3
W2W2
W1 W1
B1
1
2
3
4
5
8 7 6
9
10
11 12
13
14
8x8
4x4
8x8
4x6 5x8
1.5x41.5x4
4x6
9-6-0
9-6-0
19-0-0
9-6-0
4-10-12
4-10-12
9-6-0
4-7-4
14-1-4
4-7-4
19-0-0
4-10-12
1-7-19-6-11-7-110.0012
PlateOffsets(X,Y)-- [1:0-1-9,0-1-12], [5:0-1-9,0-1-12], [6:Edge,0-2-0], [7:0-4-0,0-3-0]
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
YES
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.71
0.64
0.21
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.46
0.02
(loc)
7
6-7
6
l/defl
>999
>482
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 82 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W3: 2x4 HF/SPF No.2, W1: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-8-7 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)8=656/0-6-0(min. 0-1-8), 6=656/0-6-0(min. 0-1-8)
Max Horz8=-257(LC 12)
Max Uplift8=-78(LC 16), 6=-78(LC 17)
MaxGrav8=742(LC 2), 6=742(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-756/143, 2-9=-615/161, 2-10=-589/168, 10-11=-561/174, 3-11=-552/191,
3-12=-552/191, 12-13=-561/174, 4-13=-589/168, 4-14=-615/160, 5-14=-756/143,
1-8=-621/152, 5-6=-621/152
BOT CHORD 7-8=-117/555, 6-7=-66/467
WEBS 3-7=-115/450
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 3-2-12,Interior(1) 3-2-12 to 9-6-0,Exterior(2) 9-6-0 to 12-6-0
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)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) 8, 6.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T01GE
TrussType
Common SupportedGable
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:162019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xPQ?vVqbqz?f_9ClxMXcTBzoGVRbPWOnGJrSnXzIZ9z
Scale=1:60.5
W1
T1 T1
W1
B1
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2
ST1
B2
W2
1
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
3x4
3x5
4x4
3x5
3x43x4
19-0-0
19-0-0
-0-11-12
0-11-12
9-6-0
9-6-0
19-0-0
9-6-0
19-11-12
0-11-12
1-7-19-6-11-7-110.0012
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
0.29
0.17
0.31
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
0.01
(loc)
13
13
14
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 110 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud*Except*
ST4: 2x4 HF/SPF No.2
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,Except:
6-0-0 oc bracing: 18-19.
JOINTS 1Brace at Jt(s): 25, 26, 27
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 19-0-0.
(lb)-Max Horz24=-281(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 22, 16 except 24=-157(LC 12),
14=-142(LC 13), 21=-142(LC 16), 23=-288(LC 16), 17=-143(LC 17), 15=-284(LC
17)
MaxGravAllreactions 250 lb orless at joint(s) 21, 22, 18, 17, 16 except
24=302(LC 31), 14=290(LC 30), 19=252(LC 30), 23=275(LC 14), 15=264(LC 15)
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)-0-11-12 to 2-0-4,Exterior(2) 2-0-4 to 9-6-0, Corner(3) 9-6-0 to 12-6-0zone;
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)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)Truss to be fullysheathed from one face orsecurely braced againstlateralmovement(i.e. diagonalweb).
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) 22, 16 except
(jt=lb) 24=157, 14=142, 21=142, 23=288, 17=143, 15=284.
12) Non Standard bearingcondition. Reviewrequired.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T02
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:182019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-toYlKAsrMaFNDTM82nZ4Yc20NI_6tIj3jdKZrPzIZ9x
Scale=1:64.9
0-1-120-1-12T1
T2
T3
T4
B1
W3 W4 W5 W4 W6
W7
W8
W9
W8 W7
W1
W2
W1
W10B2
1
2
3 4
5
6
7
8
9
17 16 15 14 13 12 11 10
18 19 20 21 22
23
24 25
26
27 28 29 3031
6x6
6x6
4x4
3x5
3x6 3x6
4x4
5x12
1.5x4
5x6
4x10
3x10
3x5
3x4
4x6
1.5x4
1-4-13
1-4-13
6-7-13
5-3-0
11-10-13
5-3-0
13-10-13
2-0-0
20-0-0
6-1-3
26-1-4
6-1-4
29-6-0
3-4-13
-0-11-12
0-11-12
1-4-13
1-4-13
6-7-13
5-3-0
11-10-13
5-3-0
13-10-13
2-0-0
20-0-0
6-1-3
26-1-4
6-1-4
29-6-0
3-4-13
1-7-12-7-59-6-11-7-12-7-510.0012
PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [3:0-3-15,Edge], [5:0-2-1,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
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.83
0.74
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.26
-0.58
0.09
(loc)
14-15
14-15
10
l/defl
>999
>607
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 141 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2 *Except*
B1: 2x4SPF 1650F 1.5E
WEBS 2x4SPFStud*Except*
W4,W9: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-4-6 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1143/0-6-0(min. 0-2-0), 10=1054/0-6-0(min. 0-1-15)
Max Horz17=272(LC 9)
Max Uplift17=-408(LC 12), 10=-167(LC 12)
MaxGrav17=1283(LC 36), 10=1163(LC 59)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-806/262, 3-18=-2839/724, 18-19=-2839/724, 4-19=-2841/724, 4-20=-2841/724,
20-21=-2840/724, 21-22=-2839/724, 5-22=-2839/724, 5-6=-2856/581, 6-23=-1286/262,
23-24=-1075/273, 7-24=-1032/297, 7-25=-1022/315, 25-26=-1075/291, 8-26=-1196/287,
8-9=-1153/205, 2-17=-1305/404, 9-10=-1138/177
BOT CHORD 16-17=-261/249, 16-27=-344/838, 27-28=-344/838, 15-28=-344/838, 15-29=-848/3437,
29-30=-848/3437, 30-31=-848/3437, 14-31=-848/3437, 13-14=-509/2189,
12-13=-509/2189, 11-12=-121/871
WEBS 3-16=-713/194, 3-15=-533/2354, 4-15=-621/204, 5-15=-1170/164, 5-14=-2178/523,
6-14=-336/1790, 6-12=-1641/521, 7-12=-230/1025, 8-11=-267/112, 2-16=-265/1062,
9-11=-123/932
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 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)
17=408, 10=167.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T02
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:192019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-M_67XWtU7uOErdwKcV4J5pbB6iKLclzDyH46NszIZ9w
NOTES-
10) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 136 lb down and 144 lb up at 1-4-13, 73 lb down and 35 lb up at
3-5-14, 73 lb down and 35 lb up at 5-5-14, 73 lb down and 35 lb up at 7-5-14, and 73 lb down and 35 lb up at 9-5-14, and 73 lb down and 35 lb up at 10-5-4 on top
chord, and 37 lb down and 46 lb up at 1-4-13, 20 lb down and 20 lb up at 3-5-14, 20 lb down and 20 lb up at 5-5-14, 20 lb down and 20 lb up at 7-5-14, and 20 lb down
and 20 lb up at 9-5-14, and 20 lb down and 20 lb up at 10-5-4 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: 1-2=-51, 2-3=-51, 3-5=-61, 5-7=-51, 7-9=-51, 10-17=-20
Concentrated Loads(lb)
Vert: 3=26(B) 16=3(B) 27=1(B) 28=1(B) 29=1(B) 30=1(B) 31=1(B)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T03
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:202019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-qAgVlsu6uCW5SnVWACbYe17KJ6diLCEMAxpfwIzIZ9v
Scale=1:60.0
0-1-120-1-12T1
T2
T3
T4
B1
W3 W4 W5 W6
W7
W8
W9
W1
W2
W1
W10
B2
1
2
3 4
5
6
7
8
14 13 12 11 10 9
15 16 17
18
19
20
21
22
23
5x6
5x8
4x6
2x4
1.5x4 4x63x54x12
1.5x4
3x10
4x4
3x5
3x5
2-9-10
2-9-10
8-0-0
5-2-6
13-3-10
5-3-10
20-0-0
6-8-7
29-6-0
9-6-0
-0-11-12
0-11-12
2-9-10
2-9-10
8-0-0
5-2-6
13-3-10
5-3-10
20-0-0
6-8-7
25-10-0
5-10-0
29-6-0
3-8-0
1-7-13-9-59-6-11-7-13-9-510.0012
PlateOffsets(X,Y)-- [3:0-3-0,0-2-1], [5:0-4-0,0-2-3]
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
0.93
0.92
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.40
-1.09
0.08
(loc)
10-12
10-12
9
l/defl
>878
>322
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 136 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2 *Except*
T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF 1650F 1.5E
WEBS 2x4SPFStud*Except*
W7,W8: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.
WEBS 1 Row at midpt 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1169/0-6-0(min. 0-2-0), 9=1061/0-6-0(min. 0-1-13)
Max Horz14=272(LC 13)
Max Uplift14=-221(LC 16), 9=-131(LC 16)
MaxGrav14=1280(LC 40), 9=1167(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1149/201, 3-15=-1105/211, 3-16=-2230/335, 4-16=-2232/335, 4-17=-2232/335,
5-17=-2230/335, 5-18=-1277/214, 18-19=-1094/218, 6-19=-1048/241, 6-20=-1013/255,
20-21=-1105/232, 21-22=-1105/229, 7-22=-1219/226, 2-14=-1246/253
BOT CHORD 13-14=-253/259, 12-13=-225/905, 11-12=-453/2384, 10-11=-453/2384, 9-10=-136/846
WEBS 3-13=-446/69, 3-12=-161/1599, 4-12=-616/191, 5-12=-631/158, 5-10=-1828/476,
6-10=-136/1041, 2-13=-104/1003, 7-9=-1247/218
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 2-9-10,Exterior(2) 2-9-10 to 5-9-10,
Interior(1) 13-3-10 to 29-4-4zone;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. 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)
14=221, 9=131.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T04
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:212019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-IMDuyCukfVey4w4jjw7nAEgXSW?A4fXWPaZDSkzIZ9u
Scale=1:63.0
0-1-120-1-12T1
T2
T3
T4
B1
W3 W4 W5 W4
W6
W7
W8
W1
W2
W1
W9
B2
1
2
3 4
5
6
7
8
14 13 12 11 10 9
15
16
17 18 19
20
21
22
23
24
25
26
5x6
6x6
4x4
1.5x4
2x4 4x63x54x10
1.5x4
3x8
4x4
4x6
4x4
4-2-6
4-2-6
9-5-6
5-3-0
14-8-6
5-3-0
20-0-0
5-3-10
29-6-0
9-6-0
-0-11-12
0-11-12
4-2-6
4-2-6
9-5-6
5-3-0
14-8-6
5-3-0
20-0-0
5-3-10
25-10-0
5-10-0
29-6-0
3-8-0
1-7-14-11-59-6-11-7-14-11-510.0012
PlateOffsets(X,Y)-- [2:0-2-14,0-2-0], [3:0-3-0,0-2-1], [5:0-2-1,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
0.71
0.78
0.77
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.25
-0.70
0.07
(loc)
10-12
10-12
9
l/defl
>999
>502
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 142 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2 *Except*
B2: 2x4SPF 1650F 1.5E
WEBS 2x4SPFStud*Except*
W7: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-2 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-4 oc bracing.
WEBS 1 Row at midpt 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1164/0-6-0(min. 0-2-1), 9=1066/0-6-0(min. 0-1-13)
Max Horz14=272(LC 13)
Max Uplift14=-221(LC 16), 9=-131(LC 16)
MaxGrav14=1245(LC 40), 9=1167(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1281/205, 15-16=-1249/216, 3-16=-1214/232, 3-17=-1848/318, 17-18=-1848/318,
4-18=-1850/318, 4-19=-1850/317, 5-19=-1848/318, 5-20=-1202/239, 20-21=-1103/240,
21-22=-1066/248, 6-22=-1039/262, 6-23=-1009/258, 23-24=-1096/236, 24-25=-1101/235,
7-25=-1215/229, 2-14=-1204/253
BOT CHORD 13-14=-265/287, 12-13=-209/976, 11-12=-316/1830, 10-11=-316/1830, 9-10=-141/847
WEBS 3-13=-262/67, 3-12=-123/1168, 4-12=-620/189, 5-12=-331/112, 5-10=-1427/382,
6-10=-172/1118, 2-13=-75/998, 7-9=-1242/233
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 4-2-6,Exterior(2) 4-2-6 to 7-2-6,
Interior(1) 14-8-6 to 29-4-4zone;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. 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)
14=221, 9=131.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T05
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:232019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ElLeNuw_B7ufJEE5rL9FFfluMJgtYZ8ptu2KWdzIZ9s
Scale=1:63.0
0-1-120-1-12T1
T2
T3
T4
B1
W3 W4 W5 W4
W6 W7
W8
W1
W2
W1
W9
B2
1
2
3 4
5
6
7
8
14 13 12 11 10 9
25
15
16
17 18 19
20
21
22
23
24
5x6
5x6
4x4
1.5x4
3x4 3x63x44x8
1.5x4
3x8
4x4
6x6
3x6
5-7-3
5-7-3
10-10-3
5-3-0
16-1-3
5-3-0
20-0-0
3-10-13
29-6-0
9-6-0
-0-11-12
0-11-12
5-7-3
5-7-3
10-10-3
5-3-0
16-1-3
5-3-0
20-0-0
3-10-13
25-10-2
5-10-2
29-6-0
3-7-15
1-7-16-1-59-6-11-7-16-1-510.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [3:0-3-0,0-2-1]
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
0.68
0.83
0.76
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.49
0.06
(loc)
9-10
9-10
9
l/defl
>999
>716
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 148 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W4,W7: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1159/0-6-0(min. 0-2-2), 9=1071/0-6-0(min. 0-1-15)
Max Horz14=272(LC 13)
Max Uplift14=-221(LC 16), 9=-131(LC 16)
MaxGrav14=1276(LC 41), 9=1167(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1323/217, 15-16=-1277/221, 3-16=-1273/244, 3-17=-1581/308, 17-18=-1581/308,
4-18=-1583/308, 4-19=-1583/308, 5-19=-1581/308, 5-20=-1168/260, 20-21=-1099/266,
6-21=-1086/283, 6-22=-1089/265, 22-23=-1097/242, 7-23=-1211/236, 2-14=-1222/256
BOT CHORD 13-14=-283/352, 12-13=-186/988, 11-12=-220/1487, 10-11=-220/1487, 9-10=-146/847
WEBS 3-12=-120/889, 4-12=-620/189, 5-10=-1254/342, 6-10=-210/1197, 2-13=-91/954,
7-9=-1235/248
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 5-7-3,Exterior(2) 5-7-3 to 8-7-3,
Interior(1) 16-1-3 to 29-4-4zone;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. 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)
14=221, 9=131.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T06
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:242019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ixv0aExcyQ0WxOpHO2gUotI0sj2JG0Wy5Ynt33zIZ9r
Scale=1:63.0
0-1-120-1-12T1
T2
T3
T4
B1
W3 W4 W5
W6 W7 W8
W9
W1
W2
W11
W10
B2
1
2
3 4
5
6
7
8
14 13 12 11 10 9
15
16
17
1819 20
21
22
23
24
5x6
4x4
1.5x4
3x4 3x44x43x8
1.5x4 5x6
3x10
4x4
4x8
3x6
7-0-0
7-0-0
13-0-5
6-0-5
17-6-0
4-5-11
20-0-0
2-6-0
29-6-0
9-6-0
-0-11-12
0-11-12
7-0-0
7-0-0
13-0-5
6-0-5
17-6-0
4-5-11
20-0-0
2-6-0
25-10-2
5-10-2
29-6-0
3-7-15
1-7-17-3-59-6-11-7-17-3-510.0012
PlateOffsets(X,Y)-- [2:0-2-8,0-1-12], [3:0-3-0,0-2-1]
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
0.89
0.69
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.55
0.05
(loc)
9-10
9-10
9
l/defl
>999
>631
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 156 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W4,W6,W7,W8: 2x4 HF/SPF No.2, W1: 2x6SPF No.2
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.
WEBS 1 Row at midpt 5-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1155/0-6-0(min. 0-2-3), 9=1073/Mechanical
Max Horz14=273(LC 13)
Max Uplift14=-222(LC 16), 9=-130(LC 16)
MaxGrav14=1313(LC 41), 9=1164(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-15=-1310/204, 15-16=-1277/213, 16-17=-1246/228, 3-17=-1240/251, 3-18=-1385/302,
18-19=-1385/302, 4-19=-1387/302, 4-20=-1387/302, 5-20=-1385/302, 5-21=-1123/285,
6-21=-1056/299, 6-22=-1080/268, 22-23=-1088/245, 7-23=-1202/239, 2-14=-1251/264
BOT CHORD 13-14=-314/492, 12-13=-156/963, 11-12=-140/1223, 10-11=-140/1223, 9-10=-147/842
WEBS 3-12=-139/648, 4-12=-633/193, 5-12=-86/302, 5-10=-1198/327, 6-10=-243/1257,
2-13=-123/882, 7-9=-1220/256
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 7-0-0,Exterior(2) 7-0-0 to 10-0-0,
Interior(1) 17-6-0 to 29-4-4zone;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. 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) 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)
14=222, 9=130.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T07
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:252019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-A8TOoaxEik8NZYOUylBjL4qFV7OZ?Tn5KCXQbVzIZ9q
Scale=1:60.0
0-1-120-1-12T1
T2
T3
T4
B1
W3
W4 W5 W6 W7
W8
W9
W10
W1
W2
W1
W11
B2
1
2
3
4 5
6
7
8
9
15 14 13 12 11 10
16
17
18
19 20 21 22
23
24
25
5x6
5x6
4x4
1.5x4
3x43x4
4x4
3x8
1.5x4
3x8
4x4
2x4
3x5 3x6
8-4-13
8-4-13
13-7-13
5-3-0
18-10-13
5-3-0
20-0-0
1-1-3
29-6-0
9-6-0
-0-11-12
0-11-12
3-7-3
3-7-3
8-4-13
4-9-10
13-7-13
5-3-0
18-10-13
5-3-0
20-0-0
1-1-3
25-10-2
5-10-2
29-6-0
3-7-15
1-7-18-5-59-6-11-7-18-5-510.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-2-1]
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
0.58
0.69
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.21
-0.55
0.06
(loc)
10-11
10-11
10
l/defl
>999
>635
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 167 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W10,W1,W2,W11: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-5-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-13, 6-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)15=1149/0-6-0(min. 0-2-3), 10=1081/Mechanical
Max Horz15=272(LC 13)
Max Uplift15=-221(LC 16), 10=-131(LC 16)
MaxGrav15=1345(LC 41), 10=1167(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-18=-1245/269, 4-18=-1205/292, 4-19=-1206/305, 19-20=-1206/305, 5-20=-1207/305,
5-21=-1207/305, 21-22=-1206/305, 6-22=-1205/305, 6-7=-1149/305, 7-23=-1121/262,
23-24=-1122/239, 8-24=-1207/234, 2-15=-292/128
BOT CHORD 14-15=-246/842, 13-14=-120/931, 12-13=-77/1029, 11-12=-77/1029, 10-11=-144/843
WEBS 4-14=-13/261, 4-13=-158/508, 5-13=-620/183, 6-13=-112/327, 6-11=-1252/344,
7-11=-275/1359, 3-15=-1251/222, 8-10=-1219/249
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 8-4-13,Exterior(2) 8-4-13 to 11-4-13,
Interior(1) 18-10-13 to 29-4-4zone;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. 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) 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)
15=221, 10=131.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T08
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:272019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-7Wb9DFzVELO5orYs4ADBQVwa8x2XTShOnW0XgOzIZ9o
Scale=1:60.2
0-1-120-1-12T1
T2
T3
B1
W3
W4
W5 W5
W4
W3
W1
W2
W1
W2
B2
1
2
3
4 5 6
7
8
13 12 11 10 9
14
15
16
17
18 19 20 21
22
23
24
25
5x6 5x6
2x4
3x53x8
4x4
3x4
3x8
4x4
2x4
3x6 3x6
9-9-10
9-9-10
19-8-7
9-10-13
29-6-0
9-9-10
-0-11-12
0-11-12
4-0-8
4-0-8
9-9-10
5-9-2
14-9-0
4-11-7
19-8-7
4-11-7
25-5-9
5-9-2
29-6-0
4-0-8
1-7-19-7-59-9-11-7-19-7-510.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-2-1], [6:0-3-0,0-2-1]
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
0.70
0.78
0.40
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.49
0.06
(loc)
9-10
9-10
9
l/defl
>999
>719
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 154 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12, 5-10, 3-13, 7-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=1142/0-6-0(min. 0-2-5), 9=1082/Mechanical
Max Horz13=277(LC 13)
Max Uplift13=-131(LC 16), 9=-106(LC 17)
MaxGrav13=1417(LC 39), 9=1358(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-16=-1328/241, 16-17=-1225/249, 4-17=-1133/282, 4-18=-869/283, 18-19=-869/282,
5-19=-870/282, 5-20=-871/281, 20-21=-870/281, 6-21=-869/281, 6-22=-1134/285,
22-23=-1227/245, 7-23=-1330/244
BOT CHORD 12-13=-239/998, 11-12=-146/1025, 10-11=-146/1025, 9-10=-150/1004
WEBS 4-12=-38/431, 5-12=-325/193, 5-10=-323/193, 6-10=-41/433, 3-13=-1429/200,
7-9=-1438/243
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 9-9-10,Exterior(2) 9-9-10 to 23-11-5,
Interior(1) 23-11-5 to 29-4-4zone;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. 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) 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)
13=131, 9=106.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T09
TrussType
PiggybackBase
Qty
2
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:282019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-bj8XQb_7?fWyQ?63dulQyjSm5KOiCmiY0Al5CqzIZ9n
Scale=1:59.9
T1
T2
T3
B1
W3
W4
W5 W5
W4
W3
W1
W2
W1
W2
B2
1
2
3
4 5 6
7
8
13 12 11 10 9
14
15
16
17 18 19 20
21
22
23
4x4 4x4
3x4
3x53x8
4x4
3x4
3x8
4x4
3x4
3x6 3x6
9-5-15
9-5-15
20-0-1
10-6-3
29-6-0
9-5-15
-0-11-12
0-11-12
3-11-15
3-11-15
9-5-15
5-6-0
14-9-0
5-3-1
20-0-1
5-3-1
25-6-1
5-6-0
29-6-0
3-11-15
1-7-19-6-01-7-19-6-010.0012
PlateOffsets(X,Y)-- [4:0-2-4,0-2-0], [6:0-2-4,0-2-0]
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
0.62
0.79
0.99
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.19
-0.48
0.06
(loc)
9-10
9-10
9
l/defl
>999
>727
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 153 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-11-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=1145/0-6-0(min. 0-2-5), 9=1085/Mechanical
Max Horz13=273(LC 13)
Max Uplift13=-128(LC 16), 9=-103(LC 17)
MaxGrav13=1421(LC 39), 9=1362(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-15=-1302/242, 15-16=-1266/242, 4-16=-1162/281, 4-17=-896/280, 17-18=-896/280,
5-18=-896/280, 5-19=-897/279, 19-20=-897/279, 6-20=-897/279, 6-21=-1163/284,
21-22=-1281/245, 7-22=-1304/240, 2-13=-269/127
BOT CHORD 12-13=-243/976, 11-12=-156/1062, 10-11=-156/1062, 9-10=-150/983
WEBS 4-12=-39/443, 5-12=-342/194, 5-10=-341/195, 6-10=-42/445, 3-13=-1390/198,
7-9=-1402/242
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 9-5-15,Exterior(2) 9-5-15 to 24-3-0,
Interior(1) 24-3-0 to 29-4-4zone;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. 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) 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)
13=128, 9=103.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T10
TrussType
PiggybackBase
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:292019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-3vivdx?lmzep29hFBbGfVw?x2kjqxEchFqVekHzIZ9m
Scale=1:59.4
T1
T2
T3
B1
W3
W4
W5 W5
W4
W3
W1
W2
W7
W6
B2
1
2
3
4 5 6
7
8
13 12 11 10 9
14
15
16
17 18 19 20
21
22
4x4 4x4
1.5x4
3x53x8
4x4
3x4
3x8
3x4
3x4
3x6 3x5
9-5-15
9-5-15
20-0-1
10-6-3
28-8-0
8-7-15
-0-11-12
0-11-12
3-11-15
3-11-15
9-5-15
5-6-0
14-9-0
5-3-1
20-0-1
5-3-1
25-6-1
5-6-0
28-8-0
3-1-15
1-7-19-6-02-3-69-6-010.0012
PlateOffsets(X,Y)-- [4:0-2-4,0-2-0], [6:0-2-4,0-2-0]
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
0.61
0.79
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.18
-0.47
0.05
(loc)
12-13
12-13
9
l/defl
>999
>725
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 151 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W4,W5: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-12, 5-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)13=1114/0-6-0(min. 0-2-4), 9=1058/0-6-0(min. 0-2-2)
Max Horz13=283(LC 13)
Max Uplift13=-126(LC 16), 9=-94(LC 17)
MaxGrav13=1383(LC 39), 9=1302(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-15=-1251/235, 15-16=-1163/242, 4-16=-1121/275, 4-17=-865/273, 17-18=-865/273,
5-18=-865/273, 5-19=-829/270, 19-20=-829/270, 6-20=-829/270, 6-21=-1075/267,
21-22=-1173/228, 7-22=-1195/223, 2-13=-267/127
BOT CHORD 12-13=-254/944, 11-12=-169/1013, 10-11=-169/1013, 9-10=-144/767
WEBS 4-12=-35/417, 5-12=-305/195, 5-10=-378/192, 6-10=-31/391, 7-10=-102/283,
3-13=-1343/190, 7-9=-1355/255
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 9-5-15,Exterior(2) 9-5-15 to 24-3-0,
Interior(1) 24-3-0 to 28-6-4zone;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. 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) 9 except(jt=lb)
13=126.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T11
TrussType
Common
Qty
3
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:302019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-X5GHrH?NXGmgfJGRlJnu18Y6C88_gs8qUUEBGjzIZ9l
Scale=1:45.5
T1
T2
B1
W2
W3
W1 W41
2
3
4
5
9 8 7 6
10
11
12 13
14
15
4x4
3x8
4x4 4x4
1.5x4
1.5x4
1.5x4
3x6
0-8-0
0-8-0
0-10-0
0-2-0
6-6-0
5-8-0
12-11-8
6-5-8
-0-11-12
0-11-12
0-10-0
0-10-0
6-6-0
5-8-0
12-11-8
6-5-8
1-7-17-0-11-7-810.0012
PlateOffsets(X,Y)-- [6: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-MR
0.58
0.48
0.23
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.12
-0.20
0.01
(loc)
6-7
6-7
6
l/defl
>999
>713
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 49 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)6=417/Mechanical, 8=537/0-4-0(min. 0-1-8)
Max Horz8=208(LC 13)
Max Uplift6=-49(LC 17), 8=-81(LC 16)
MaxGrav6=471(LC 2), 8=610(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-250/138, 3-10=-407/304, 10-11=-361/320, 11-12=-301/324, 4-12=-275/343,
4-13=-259/332, 13-14=-280/309, 14-15=-282/307, 5-15=-406/306, 5-6=-381/283
WEBS 3-8=-452/333, 4-7=-256/197
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 6-6-0,Exterior(2) 6-6-0 to 9-6-0zone;
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=1.1
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)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) 6, 8.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T11GE
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:312019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?Iqg2d0?IauXHTreJ0I7aL4JEYXLPJ9_i8_lp9zIZ9k
Scale=1:45.8
T1
T2
B1
W2
W3
W1 W4
ST2
ST1
ST2
ST1
1
2
3
4
5
13 12
11 10 9 8 7 6
18
19
20 21
22
23
4x6
3x5
3x4
3x4
3x4
0-8-0
0-8-0
0-10-0
0-2-0
6-6-0
5-8-0
12-11-8
6-5-8
-0-11-12
0-11-12
0-10-0
0-10-0
6-6-0
5-8-0
12-11-8
6-5-8
1-7-17-0-11-7-810.0012
PlateOffsets(X,Y)-- [6: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-MR
0.50
0.28
0.24
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.01
0.00
(loc)
6-7
6-7
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 67 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
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.All bearings 12-3-8 except(jt=length) 12=0-4-0, 12=0-4-0.
(lb)-Max Horz12=208(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 10, 8, 7 except 6=-179(LC 16), 12=-219(LC 17), 11=-146(LC 13)
MaxGravAllreactions 250 lb orless at joint(s) 10, 11, 8, 7 except 6=252(LC 30), 12=401(LC 31), 12=331(LC
1), 9=306(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 3-18=-268/200, 5-23=-252/202, 5-6=-301/213
WEBS 3-12=-465/389, 4-9=-266/0
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)-0-11-12 to 2-0-4,Interior(1) 2-0-4 to 6-6-0,Exterior(2) 6-6-0 to 9-6-0zone;
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)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)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) 10, 8, 7 except
(jt=lb) 6=179, 12=219, 11=146.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T12
TrussType
MonopitchGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:322019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-TUO2Gz1d3u0OvdQqskpM7ZdV8yoJ8g37xojILbzIZ9j
Scale=1:20.1
T1 W5
B1
W3 W4
W1
W2
1
2
3
4
7
6
5
8
9 10
1.5x4
2x4
8x8
4x4
3x5
4x4
3-10-0
3-10-0
7-8-0
3-10-0
-1-10-12
1-10-12
3-10-0
3-10-0
7-8-0
3-10-0
1-1-103-0-103.0012
PlateOffsets(X,Y)-- [6:0-3-8,0-4-4]
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-MP
0.42
0.62
0.59
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.02
-0.06
0.01
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 38 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x6SPF 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 accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=963/0-4-0(min. 0-1-12), 5=853/0-6-0(min. 0-1-8)
Max Horz7=90(LC 8)
Max Uplift7=-275(LC 8), 5=-204(LC 8)
MaxGrav7=1098(LC 2), 5=967(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1406/217, 2-7=-877/244
BOT CHORD 6-10=-257/1332, 5-10=-257/1332
WEBS 3-6=-81/745, 3-5=-1469/283, 2-6=-164/1363
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; porchleft 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;Min. flatroofsnowload governs.
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)
7=275, 5=204.
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) 451 lb down and 69 lb up at
1-11-4, and 451 lb down and 69 lb up at 3-11-4, and 451 lb down and 69 lb up at 5-11-4 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
Uniform Loads(plf)
Vert: 1-2=-51, 2-4=-51, 5-7=-20
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T12
TrussType
MonopitchGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:332019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xgyQTJ2GqB8FWm?0QRKbfmAguL8Yt7JHASTst2zIZ9i
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 6=-397(B) 9=-397(B) 10=-397(B)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T13
TrussType
Jack-Closed
Qty
6
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:332019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xgyQTJ2GqB8FWm?0QRKbfmAbeLB4tEZHASTst2zIZ9i
Scale=1:23.5
W1
T1
W4
B1
W2 W3
1
2
3
4
7
6
5
8
9
10
4x4
5x8
3x4
1.5x4
6x6
3x4
6-0-1
6-0-1
9-10-0
3-9-15
-1-10-12
1-10-12
6-0-1
6-0-1
9-10-0
3-9-15
1-1-103-7-23.0012
PlateOffsets(X,Y)-- [2:0-3-10,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
NO
IBC2012/TPI2007
CSI.
TC
BC
WB
Matrix-MSH
0.76
0.39
0.19
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.09
-0.12
0.01
(loc)
6-7
6-7
5
l/defl
>999
>993
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 37 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 8-3-10 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=465/0-4-0(min. 0-1-8), 5=454/0-6-0(min. 0-1-8)
Max Horz7=110(LC 12)
Max Uplift7=-253(LC 12), 5=-251(LC 12)
MaxGrav7=532(LC 2), 5=512(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-445/315, 2-8=-466/368, 8-9=-452/382, 3-9=-381/384
BOT CHORD 6-7=-434/400, 5-6=-434/400
WEBS 3-5=-447/488
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)-1-10-12 to 1-1-4,Interior(1) 1-1-4 to 9-8-4zone;cantileverleft exposed ;
endverticalleft 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;Min. flatroofsnowload governs.
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)
7=253, 5=251.
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) 181 lb down and 164 lb up at
8-9-12 on top chord.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, 2-4=-51, 5-7=-20
Concentrated Loads(lb)
Vert: 10=-140
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T14
TrussType
MonopitchGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:352019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-u34Au_3WMpPym49PYsN3kBF3D9lTL1qadmyyywzIZ9g
Scale=1:50.5
T1
W5
B1
W3 W4
W1
W2
1
2
3
6 5 4
7
8 9 10 11
3x5
1.5x4
2x4 4x4
5x6
8x8
4-5-10
4-5-10
9-4-1
4-10-7
4-5-10
4-5-10
9-4-1
4-10-7
3-1-08-6-67.0012
PlateOffsets(X,Y)-- [5:0-3-8,0-4-12]
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-MP
0.24
0.84
0.59
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.05
-0.11
0.01
(loc)
4-5
4-5
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 120 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*
W5: 2x4 HF/SPF No.2
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.
WEBS 1 Row at midpt 3-4
REACTIONS.(lb/size)6=3291/0-6-0(min. 0-2-10), 4=3495/0-6-0(min. 0-2-12)
Max Horz6=182(LC 9)
Max Uplift6=-293(LC 12), 4=-486(LC 12)
MaxGrav6=3312(LC 2), 4=3523(LC 18)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1957/139, 1-6=-2119/153
BOT CHORD 5-10=-275/1664, 10-11=-275/1664, 4-11=-275/1664
WEBS 2-5=-244/2581, 2-4=-2499/413, 1-5=-130/1977
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.
Bottomchordsconnected as follows: 2x6- 2 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)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
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 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)
6=293, 4=486.
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) 1149 lb down and 145 lb up at
0-6-12, 1147 lb down and 151 lb up at 2-6-12, 1338 lb down and 126 lb up at 4-6-12, and 1342 lb down and 123 lb up at 6-6-12,
and 1345 lb down and 119 lb up at 8-6-12 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
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T14
TrussType
MonopitchGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:352019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-u34Au_3WMpPym49PYsN3kBF3D9lTL1qadmyyywzIZ9g
LOADCASE(S)Standard
Uniform Loads(plf)
Vert: 1-3=-51, 4-6=-20
Concentrated Loads(lb)
Vert: 5=-1338(F) 8=-1059(F) 9=-1061(F) 10=-1342(F) 11=-1345(F)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T15
TrussType
Roof SpecialGirder
Qty
1
Ply
3
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:462019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-3AELClCQmBnOamVWhg3ehWCzTbeTQz1B9z62rnzIZ9V
Scale=1:102.7
W1
T1
W1
B1
B2
B3
B2
B4
W3
W2
W4 W5 W4 W7
W6
W8 W9 W8 W9 W8 W9 W8 W9 W8 W9 W8 W9 W8 W9 W8 W9
T2T2T2
B5B5B5
T2123456 7 8 9 10 11 12 13 14 15 16 17
35 34
33
32
31
30 29 28 27 26 25 24 23 22 21 20 19 18
36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56
57 58
59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77
8x8
5x6 4x6 5x6
3x10
3x6
5x6 5x6
4x6 6x8
8x8
5x8
2x4
6x68x10
4x8
4x8
2x4 4x8
3x6
2x4
4x8 3x6
4x8 2x4
4x8 3x6
4x8 2x4
6x8
4x64x64x6
6x86x8
2-6-0
2-6-0
6-4-0
3-10-0
10-2-0
3-10-0
15-4-8
5-2-8
20-8-11
5-4-4
26-0-15
5-4-4
31-5-3
5-4-4
36-9-6
5-4-4
42-1-10
5-4-4
47-5-14
5-4-4
52-10-2
5-4-4
58-4-1
5-6-0
2-6-0
2-6-0
6-4-0
3-10-0
10-2-0
3-10-0
15-4-8
5-2-8
20-8-11
5-4-4
26-0-15
5-4-4
31-5-3
5-4-4
36-9-6
5-4-4
42-1-10
5-4-4
47-5-14
5-4-4
52-10-2
5-4-4
58-4-1
5-6-0
5-7-151-0-0PlateOffsets(X,Y)-- [31:0-7-12,0-6-4], [33:0-5-8,0-4-4], [35:Edge,0-5-0]
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
0.11
0.37
0.75
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.45
-0.59
0.15
(loc)
24-26
24-26
18
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 1449 lbFT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E
BOT CHORD2x8SP 2400F 2.0E*Except*
B2: 2x4SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W1: 2x4SP 2400F 2.0E,W7: 2x4 HF/SPF No.2
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)35=3648/0-6-0(min. 0-1-8), 18=3669/0-6-0(min. 0-1-8)
Max Horz35=-196(LC 8)
Max Uplift35=-2446(LC 8), 18=-2477(LC 9)
MaxGrav35=3811(LC 2), 18=3835(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-35=-3719/2489, 1-2=-2136/1482, 2-36=-5242/3483, 3-36=-5242/3483, 3-37=-5242/3483,
4-37=-5242/3483, 4-5=-8278/5467, 5-38=-8278/5467, 38-39=-8278/5467,
6-39=-8278/5467, 6-40=-10021/6537, 40-41=-10021/6537, 41-42=-10021/6537,
7-42=-10021/6537, 7-8=-10021/6537, 8-43=-10021/6537, 9-43=-10021/6537,
9-44=-10894/7097, 44-45=-10894/7097, 45-46=-10894/7097, 10-46=-10894/7097,
10-47=-10894/7097, 11-47=-10894/7097, 11-48=-10894/7097, 12-48=-10894/7097,
12-49=-8783/5741, 49-50=-8783/5741, 13-50=-8783/5741, 13-51=-8783/5741,
14-51=-8783/5741, 14-15=-8783/5741, 15-52=-3693/2446, 52-53=-3693/2446,
53-54=-3693/2446, 16-54=-3693/2446, 16-55=-3693/2446, 55-56=-3693/2446,
17-56=-3693/2446, 17-18=-3717/2446
BOT CHORD 2-33=-3363/2281, 33-57=-1621/2252, 32-57=-1619/2239, 32-58=-5562/8290,
31-58=-5563/8298, 4-31=-1753/2824, 30-59=-735/1112, 59-60=-735/1112,
29-60=-735/1112, 28-29=-5651/8512, 28-61=-5651/8512, 61-62=-5651/8512,
27-62=-5651/8512, 27-63=-7171/10866, 63-64=-7171/10866, 26-64=-7171/10866,
26-65=-7171/10866, 65-66=-7171/10866, 25-66=-7171/10866, 24-25=-7171/10866,
24-67=-6748/10239, 67-68=-6748/10239, 68-69=-6748/10239, 23-69=-6748/10239,
23-70=-6748/10239, 70-71=-6748/10239, 22-71=-6748/10239, 21-22=-4377/6630,
21-72=-4377/6630, 20-72=-4377/6630, 20-73=-4377/6630, 73-74=-4377/6630,
74-75=-4377/6630, 19-75=-4377/6630
WEBS 1-33=-2788/4172, 2-32=-2864/4376, 3-32=-408/319, 4-32=-4388/2871, 29-31=-5082/7651,
6-31=-340/247, 6-29=-1832/1354, 6-27=-1369/2090, 7-27=-473/432, 9-27=-1170/787,
9-26=-34/369, 10-24=-473/431, 12-24=-591/907, 12-23=-25/359, 12-22=-2017/1336,
13-22=-482/441, 15-22=-1948/2982, 15-20=-33/359, 15-19=-4069/2667, 16-19=-531/493,
17-19=-3308/5074
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T15
TrussType
Roof SpecialGirder
Qty
1
Ply
3
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:462019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-3AELClCQmBnOamVWhg3ehWCzTbeTQz1B9z62rnzIZ9V
NOTES-
1) 3-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: 2x8- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row 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)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
4)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
0.500/12in accordancewithIBC 1608.3.4.
5) Unbalancedsnowloads have been considered for this design.
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) 35=2446, 18=2477.
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) 139 lb down and 134 lb up at 2-4-13, 130 lb down and 103 lb up at
4-4-13, 130 lb down and 103 lb up at 6-4-13, 130 lb down and 103 lb up at 8-4-13, 139 lb down and 134 lb up at 10-4-13, 139 lb down and 134 lb up at 12-4-13, 139 lb
down and 134 lb up at 14-4-13, 139 lb down and 134 lb up at 16-4-13, 139 lb down and 134 lb up at 18-4-13, 139 lb down and 134 lb up at 20-4-13, 139 lb down and
134lb up at 22-4-13, 139 lb down and 134 lb up at 24-4-13, 139 lb down and 134 lb up at 26-4-13, 139 lb down and 134 lb up at 28-4-13, 139 lb down and 134 lb up at
30-4-13, 139 lb down and 134 lb up at 32-4-13, 139 lb down and 134 lb up at 34-4-13, 139 lb down and 134 lb up at 36-4-13, 139 lb down and 134 lb up at 38-4-13, 139
lb down and 134 lb up at 40-4-13, 139 lb down and 134 lb up at 42-4-13, 139 lb down and 134 lb up at 44-4-13, 139 lb down and 134 lb up at 46-4-13, 139 lb down and
134lb up at 48-4-13, 139 lb down and 134 lb up at 50-4-13, 139 lb down and 134 lb up at 52-4-13, and 139 lb down and 134 lb up at 54-4-13, and 139 lb down and 134
lb up at 56-4-13 on top chord, and 56 lb down and 34 lb up at 2-4-4, 65 lb down and 65 lb up at 4-4-13, 65 lb down and 65 lb up at 6-4-13, 65 lb down and 65 lb up at
8-4-13, 56 lb down and 34 lb up at 10-3-12, 56 lb down and 34 lb up at 12-4-13, 56 lb down and 34 lb up at 14-4-13, 56 lb down and 34 lb up at 16-4-13, 56 lb down
and 34 lb up at 18-4-13, 56 lb down and 34 lb up at 20-4-13, 56 lb down and 34 lb up at 22-4-13, 56 lb down and 34 lb up at 24-4-13, 56 lb down and 34 lb up at
26-4-13, 56 lb down and 34 lb up at 28-4-13, 56 lb down and 34 lb up at 30-4-13, 56 lb down and 34 lb up at 32-4-13, 56 lb down and 34 lb up at 34-4-13, 56 lb down
and 34 lb up at 36-4-13, 56 lb down and 34 lb up at 38-4-13, 56 lb down and 34 lb up at 40-4-13, 56 lb down and 34 lb up at 42-4-13, 56 lb down and 34 lb up at
44-4-13, 56 lb down and 34 lb up at 46-4-13, 56 lb down and 34 lb up at 48-4-13, 56 lb down and 34 lb up at 50-4-13, 56 lb down and 34 lb up at 52-4-13, and 56 lb
down and 34 lb up at 54-4-13, and 56 lb down and 34 lb up at 56-4-13 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: 1-17=-61, 34-35=-20, 31-33=-20, 18-30=-20
Concentrated Loads(lb)
Vert: 34=-35(F) 2=-59(F) 4=-59(F) 28=-35(F) 32=-45(F) 3=-49(F) 31=-35(F) 13=-59(F) 22=-35(F) 14=-59(F) 11=-59(F) 8=-59(F) 21=-35(F) 25=-35(F) 36=-49(F)
37=-49(F) 38=-59(F) 39=-59(F) 40=-59(F) 41=-59(F) 42=-59(F) 43=-59(F) 44=-59(F) 45=-59(F) 46=-59(F) 47=-59(F) 48=-59(F) 49=-59(F) 50=-59(F) 51=-59(F)
52=-59(F) 53=-59(F) 54=-59(F) 55=-59(F) 56=-59(F) 57=-45(F) 58=-45(F) 59=-35(F) 60=-35(F) 61=-35(F) 62=-35(F) 63=-35(F) 64=-35(F) 65=-35(F) 66=-35(F)
67=-35(F) 68=-35(F) 69=-35(F) 70=-35(F) 71=-35(F) 72=-35(F) 73=-35(F) 74=-35(F) 75=-35(F) 76=-35(F) 77=-35(F)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T16
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:482019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?ZM5dRDgIo16p4evo566mxHBDOIMuqNUdHb8vgzIZ9T
Scale=1:110.5
0-1-150-1-15T1
T2
T5
B1
B2
B3
B4
B5
W5
W4
W8W7
W9
W11
W10
W12 W13 W12 W14 W12W15W12 W14
W12
W13 W16
W17 W18
W1
W2
HW2
T4T3
B7B6B6
W6
1
23 4 5 6 7 8 9 10 11 12 13 14
15
16
17
343332
31 30 29
28
27 26 25 2423 22 21 20 19 18
39 40 41 42 43
44
45
8x8
8x8
6x8
5x12
5x6
5x6
3x4
3x6
8x10
6x6
8x10
2x4
6x8
3x6
6x12MT18H 10x12 4x4 4x4 4x4 5x6
8x8
4x4 2x4
6x8
6x6
1-4-12
1-4-12
2-6-0
1-1-4
3-1-7
0-7-7
6-4-11
3-3-4
10-2-0
3-9-5
16-3-6
6-1-6
21-6-3
5-2-13
29-6-15
8-0-11
34-3-10
4-8-11
42-4-5
8-0-11
47-5-6
5-1-1
52-9-0
5-3-9
58-4-1
5-7-1
1-4-12
1-4-12
2-6-0
1-1-4
3-1-7
0-7-7
6-4-11
3-3-4
10-2-0
3-9-5
16-3-6
6-1-6
21-6-3
5-2-13
29-6-15
8-0-11
34-3-10
4-8-11
42-4-5
8-0-11
47-5-6
5-1-1
52-9-0
5-3-9
58-4-1
5-7-1
5-8-17-3-157-5-141-1-111-0-07-3-157.0012
PlateOffsets(X,Y)-- [1:0-2-8,0-2-4], [4:0-6-0,0-3-4], [17:0-4-12,0-0-2], [26:0-3-4,0-5-4], [28:0-7-8,0-3-12], [29:0-3-0,0-2-4], [31:0-3-12,0-4-8]
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
0.61
0.40
0.95
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.29
-0.73
0.27
(loc)
24-25
24-25
17
l/defl
>999
>955
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 527 lb FT= 20%
GRIP
185/144
185/148
LUMBER-
TOP CHORD2x8SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E*Except*
B2,B4: 2x4SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W8,W11,W10,W13,W14,W15: 2x4 HF/SPF No.2
W1: 2x4SP 2400F 2.0E
SLIDER Right 2x6SP 2400F 2.0E 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 31-32.
WEBS 1 Row at midpt 2-33, 6-29, 7-28, 9-26, 10-25, 13-21, 4-31
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=2244/0-6-0(min. 0-1-15), 34=2302/0-6-0(min. 0-2-1)
Max Horz34=-241(LC 14)
Max Uplift17=-300(LC 12), 34=-383(LC 13)
MaxGrav17=2318(LC 2), 34=2456(LC 37)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-728/211, 2-3=-1056/264, 3-4=-1022/256, 4-5=-2451/493, 5-39=-2449/492,
6-39=-2449/492, 6-40=-3612/700, 7-40=-3612/700, 7-8=-4167/779, 8-9=-4167/779,
9-10=-4746/908, 10-11=-5073/975, 11-12=-5073/975, 12-41=-4982/943, 13-41=-4982/943,
13-42=-4167/761, 42-43=-4167/761, 14-43=-4164/761, 14-44=-3511/609,
15-44=-3526/584, 15-45=-3360/529, 16-45=-3461/506, 16-17=-1002/157, 1-34=-2614/458
BOT CHORD 32-33=-84/371, 30-31=-296/1150, 29-30=-295/1147, 28-29=-722/3622, 6-28=-201/1333,
26-27=-97/565, 25-26=-897/4746, 24-25=-902/5073, 23-24=-835/4982, 22-23=-835/4982,
21-22=-619/4165, 20-21=-416/3085, 19-20=-416/3085, 18-19=-373/2807,
17-18=-373/2807
WEBS 2-33=-1914/332, 31-33=-176/388, 2-31=-314/1796, 4-29=-492/2662, 5-29=-377/104,
6-29=-2094/435, 26-28=-715/3648, 7-28=-899/226, 7-26=-12/368, 9-26=-1071/229,
9-25=0/491, 10-25=-427/87, 12-24=-118/315, 12-22=-644/279, 13-22=-318/1197,
13-21=-1325/422, 14-21=-411/1808, 14-19=-97/263, 15-19=-237/407, 1-33=-346/2143,
4-31=-1847/325
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 7-4-5,Interior(1) 7-4-5 to 47-5-6,Exterior(2) 47-5-6 to 51-8-5
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.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T16
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:492019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-TlwTqnEI369zRED5ModLJ8qMzoebdHddrxLiR6zIZ9S
NOTES-
7)All plates are 4x6MT20 unless otherwiseindicated.
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) 17=300, 34=383.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T17
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:502019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xyUr27FwqQIq3OoHwV8arMNVjCzWMjbn4b4F_ZzIZ9R
Scale=1:107.3
0-1-150-1-15T1
T2
T4
B2
W3
W4
W5
W4
W5
W4
W5
W4
W5
W4 W3
W6 W7W1W2
HW2
T2T3
T5
B1B3B3B1
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
30
31
32 33 34 35 36
37
38 39
6x8
6x6
5x6
5x6 6x6 4x10
2x4 4x4
4x4
4x4 6x6
4x4 2x43x4 5x12
5x6
5x6
5-11-11
5-11-11
13-7-6
7-7-10
21-4-12
7-9-6
29-2-2
7-9-6
36-11-8
7-9-6
44-7-2
7-7-10
51-3-14
6-8-12
58-4-1
7-0-4
5-11-11
5-11-11
13-7-6
7-7-10
21-4-12
7-9-6
29-2-2
7-9-6
36-11-8
7-9-6
44-7-2
7-7-10
51-3-14
6-8-12
58-4-1
7-0-4
5-8-18-11-159-1-141-1-118-11-157.0012
PlateOffsets(X,Y)-- [2:0-3-4,0-2-4], [13:0-7-1,0-0-3], [22:0-2-7,0-2-0]
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
0.74
0.49
0.97
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.27
-0.64
0.16
(loc)
19
19-20
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 404 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4 HF/SPF No.2 *Except*
W7: 2x4SPFStud,W1: 2x6SPF No.2
SLIDER Right 2x6SPF No.2 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-8-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-24, 2-23, 3-23, 5-20, 6-20, 6-19, 8-17
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)25=2277/0-6-0(min. 0-2-0), 13=2224/0-6-0(min. 0-1-15)
Max Horz25=-290(LC 14)
Max Uplift25=-305(LC 13), 13=-242(LC 12)
MaxGrav25=2395(LC 37), 13=2324(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-30=-1777/327, 30-31=-1746/335, 2-31=-1702/352, 2-32=-3089/559, 32-33=-3090/559,
3-33=-3093/558, 3-34=-3874/677, 4-34=-3874/677, 4-5=-3874/677, 5-6=-3874/677,
6-7=-4164/730, 7-35=-4164/730, 8-35=-4164/730, 8-36=-3947/685, 9-36=-3944/685,
9-10=-3344/591, 10-37=-3395/570, 11-37=-3429/566, 11-38=-3518/545, 38-39=-3535/524,
12-39=-3572/514, 12-13=-1173/110, 1-25=-2350/385
BOT CHORD 23-24=-328/1539, 22-23=-557/3090, 21-22=-557/3090, 20-21=-557/3090,
19-20=-647/4164, 18-19=-517/3944, 17-18=-517/3944, 16-17=-315/2959,
15-16=-315/2959, 14-15=-368/2969, 13-14=-368/2969
WEBS 2-24=-1275/306, 2-23=-467/2334, 3-23=-1589/444, 3-20=-265/1276, 5-20=-465/221,
6-20=-455/99, 8-19=-193/494, 8-17=-968/390, 9-17=-391/1482, 9-15=-43/467,
11-15=-489/242, 1-24=-315/2069
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 3-2-12,Interior(1) 3-2-12 to 5-11-11,Exterior(2) 5-11-11 to
48-10-0,Interior(1) 48-10-0 to 58-4-1zone;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)All plates are 4x6MT20 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)
25=305, 13=242.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T17
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:502019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-xyUr27FwqQIq3OoHwV8arMNVjCzWMjbn4b4F_ZzIZ9R
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T18
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:522019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-uKbcSoGAM1YYIhyg1wA2xnSrf0cbqez4XvZM2RzIZ9P
Scale=1:108.5
0-1-150-1-15T1
T2
T4
T5
B1
W3
W4 W5
W6
W7
W6
W7
W6
W7
W6
W7
W6 W5
W8
W9
W10 W11
W1 W2
W13W12
T2T3
B1B1B1B2
1
2
3 4 5 6 7 8 9 10
11
12
13
28 27 26 25 24 23 22 21 20 19 18 17 16 15 14
29
30
3132 33 34 35 36
37
38
39 40 41
6x6
6x6
4x4 6x6 6x6
4x4
4x8
2x4 4x4
4x4
4x4 6x6
4x4 4x4 5x8
6x8
6x8
5x6
3-9-9
3-9-9
8-10-0
5-0-8
15-3-15
6-5-15
21-11-9
6-7-11
28-7-4
6-7-11
35-2-15
6-7-11
41-8-13
6-5-15
48-5-15
6-9-2
53-10-2
5-4-4
58-4-1
4-5-15
3-9-9
3-9-9
8-10-0
5-0-8
15-3-15
6-5-15
21-11-9
6-7-11
28-7-4
6-7-11
35-2-15
6-7-11
41-8-13
6-5-15
48-5-15
6-9-2
53-10-2
5-4-4
58-4-1
4-5-15
5-8-110-7-153-9-210-9-142-7-1010-7-157.0012
3.0012
PlateOffsets(X,Y)-- [3:0-3-12,0-2-8], [12:0-5-0,0-2-12], [14:Edge,0-2-0], [15:0-3-8,0-2-8]
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
0.71
0.64
0.91
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.55
0.17
(loc)
21
21-23
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 421 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W9,W10,W11,W2: 2x4SPFStud,W1,W13: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-4 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-27, 3-26, 3-24, 4-24, 6-23, 7-23, 7-21,
9-19, 11-18
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)28=2236/0-6-0(min. 0-3-10), 14=2191/0-6-0(min. 0-3-10)
Max Horz28=-340(LC 12)
Max Uplift28=-230(LC 13), 14=-210(LC 17)
MaxGrav28=2317(LC 39), 14=2315(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-1282/282, 2-29=-1238/286, 2-30=-2054/402, 3-30=-1996/429, 3-31=-2791/540,
31-32=-2791/540, 4-32=-2793/539, 4-33=-3310/613, 5-33=-3310/613, 5-6=-3310/613,
6-7=-3310/613, 7-8=-3505/640, 8-34=-3505/640, 9-34=-3505/640, 9-35=-3372/620,
35-36=-3370/620, 10-36=-3370/621, 10-37=-3159/577, 11-37=-3204/552,
11-38=-3393/535, 38-39=-3402/515, 39-40=-3426/510, 12-40=-3446/508,
12-41=-2900/415, 13-41=-2944/409, 1-28=-2271/362, 13-14=-2235/358
BOT CHORD 27-28=-211/295, 26-27=-276/1078, 25-26=-328/1785, 24-25=-328/1785, 23-24=-450/2791,
22-23=-470/3505, 21-22=-470/3505, 20-21=-393/3370, 19-20=-393/3370,
18-19=-314/2740, 17-18=-401/2945, 16-17=-401/2945, 15-16=-399/2760
WEBS 2-27=-1510/301, 2-26=-242/1257, 3-26=-921/271, 3-24=-374/1880, 4-24=-1453/398,
4-23=-223/1025, 6-23=-397/188, 7-23=-406/98, 9-21=-176/369, 9-19=-864/360,
10-19=-331/1177, 10-18=-81/557, 11-18=-605/233, 12-16=-18/307, 12-15=-1332/257,
1-27=-288/1897, 13-15=-418/3043
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 3-2-12,Interior(1) 3-2-12 to 8-10-0,Exterior(2) 8-10-0 to 45-11-12,
Interior(1) 45-11-12 to 53-10-2zone;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 4x6MT20 unless otherwiseindicated.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T18
TrussType
Hip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:522019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-uKbcSoGAM1YYIhyg1wA2xnSrf0cbqez4XvZM2RzIZ9P
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=230, 14=210.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T19
TrussType
PiggybackBase
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:542019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-qjjMtUIRteoGX?629LCW0CXAKpGTIXCN?D2T7KzIZ9N
Scale=1:106.2
T1
T2
T4
T5
B1
W3
W4 W5
W6
W5
W6
W5
W6
W5
W6
W5
W6 W5
W7
W8
W9 W10
W1 W2
W12
W11
T2T3
B1B1B1B2
1
2
3 4 5 6 7 8 9 10
11
12
13
28 27 26 25 24 23 22 21 20 19 18 17 16 15 14
29
3031
32 33 34 35 36
37
38
39 40
41
6x8 4x6 6x8
6x6
4x6
4x6
6x6 4x6 6x6 4x8
2x4
4x6
8x8
6x8
3x10MT18H
8x8
4x6
5x65x64x6
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
57-2-1
3-3-15
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
57-2-1
3-3-15
5-8-13-9-211-0-122-11-211-0-127.0012
3.0012
PlateOffsets(X,Y)-- [3:0-6-0,0-3-0], [10:0-5-4,0-3-0], [12:0-3-0,0-3-4], [14:0-5-0,0-2-0], [15:0-3-8,0-4-0]
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
0.76
0.74
0.99
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.23
-0.55
0.18
(loc)
21
19-21
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 421 lb FT= 20%
GRIP
185/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W8,W9,W10,W2: 2x4SPFStud,W1,W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-10-5 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-3-15 oc bracing.
WEBS 1 Row at midpt 2-27, 3-26, 3-24, 4-24, 6-22, 7-21, 9-21,
9-19, 11-18
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)28=2325/0-6-0(min. 0-3-12), 14=3329/0-6-0(min. 0-5-6)
Max Horz28=-348(LC 12)
Max Uplift28=-244(LC 13), 14=-444(LC 17)
MaxGrav28=2406(LC 2), 14=3437(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-1330/275, 29-30=-1319/291, 2-30=-1284/295, 2-31=-2209/441, 3-31=-2144/459,
3-32=-2868/571, 4-32=-2868/571, 4-33=-3392/654, 5-33=-3392/654, 5-6=-3392/654,
6-7=-3624/694, 7-8=-3624/694, 8-34=-3624/694, 9-34=-3624/694, 9-35=-3570/696,
35-36=-3570/696, 10-36=-3570/696, 10-37=-3489/693, 37-38=-3531/674,
11-38=-3719/686, 11-39=-4152/758, 39-40=-4203/766, 12-40=-4462/801,
12-41=-3037/553, 13-41=-3114/559, 1-28=-2360/374, 13-14=-3344/636
BOT CHORD 27-28=-237/302, 26-27=-309/1119, 25-26=-364/1872, 24-25=-364/1872, 23-24=-490/2868,
22-23=-490/2868, 21-22=-542/3392, 20-21=-470/3570, 19-20=-470/3570,
18-19=-417/3051, 17-18=-629/3639, 16-17=-629/3639, 15-16=-590/3101
WEBS 2-27=-1565/320, 2-26=-255/1268, 3-26=-876/274, 3-24=-394/1905, 4-24=-1501/415,
4-22=-245/1086, 6-22=-803/285, 6-21=-123/498, 7-21=-380/179, 9-19=-720/326,
10-19=-296/992, 10-18=-156/932, 11-18=-1199/365, 12-16=-46/674, 12-15=-2473/519,
1-27=-301/1971, 13-15=-692/3809
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 3-2-12,Interior(1) 3-2-12 to 9-2-14,Exterior(2) 9-2-14 to 44-3-15,
Interior(1) 44-3-15 to 53-10-2zone;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 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.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T19
TrussType
PiggybackBase
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:542019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-qjjMtUIRteoGX?629LCW0CXAKpGTIXCN?D2T7KzIZ9N
NOTES-
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) 28=244, 14=444.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-10=-61, 10-38=-51, 13-41=-51, 14-28=-20
Trapezoidal Loads(plf)
Vert: 38=-181-to-12=-224, 12=-224-to-41=-231
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T20
TrussType
PiggybackBase
Qty
3
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:562019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-m5r6IAJhPG2_nJFRGmF_5ddXvd_dmTOfSXXZBCzIZ9L
Scale=1:102.1
T1
T2
T4
T5
B1
W3 W4
W5
W6
W5 W6 W5 W6 W5 W6 W5 W6 W5 W7
W8
W9 W10
W1
W2
W12W11
T2T3
B1B1B1B2
1
2
3 4 5 6 7 8 9 10
11
12 13
28 27 26 25 24 23 22 21 20 19 18 17 16 1514
29
3031
32 33 34 3536
37
38
39 40
6x8
6x8
6x8
3x4 6x6 5x6
4x4
4x4
4x4 2x4
4x8
4x4
4x4 4x4 5x6 6x8
6x8
6x12MT18H
8x8
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
55-0-1
1-1-15
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
48-5-14
7-1-15
53-10-2
5-4-4
55-0-1
1-1-15
5-8-13-9-211-0-123-5-1011-0-127.0012
3.0012
PlateOffsets(X,Y)-- [3:0-5-12,0-3-0], [10:0-5-4,0-3-0], [12:0-5-12,0-3-0], [13:0-4-0,0-3-12], [14:0-5-8,Edge], [15:0-2-4,0-2-0]
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
0.69
0.63
0.88
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.20
-0.47
0.15
(loc)
21
21-22
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 414 lb FT= 20%
GRIP
185/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W8,W9,W10,W2: 2x4SPFStud,W1,W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-10 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-11-12 oc bracing.
WEBS 1 Row at midpt 2-27, 3-26, 3-24, 4-24, 6-22, 7-21, 9-19,
11-18
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)28=2197/0-6-0(min. 0-3-9), 14=3269/0-6-0(min. 0-5-4)
Max Horz28=-345(LC 12)
Max Uplift28=-232(LC 13), 14=-438(LC 12)
MaxGrav28=2274(LC 39), 14=3361(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-1258/259, 29-30=-1249/275, 2-30=-1214/278, 2-31=-2083/411, 3-31=-2018/429,
3-32=-2683/527, 4-32=-2683/527, 4-33=-3132/593, 5-33=-3132/593, 5-6=-3132/593,
6-7=-3287/615, 7-8=-3287/615, 8-34=-3287/615, 9-34=-3287/615, 9-35=-3158/598,
35-36=-3158/598, 10-36=-3158/598, 10-37=-2927/561, 37-38=-2969/541,
11-38=-3158/547, 11-39=-2996/499, 39-40=-3049/526, 12-40=-3308/553,
12-13=-1161/232, 1-28=-2230/353, 13-14=-3063/496
BOT CHORD 27-28=-268/300, 26-27=-334/1058, 25-26=-385/1765, 24-25=-385/1765, 23-24=-504/2683,
22-23=-504/2683, 21-22=-549/3132, 20-21=-452/3158, 19-20=-452/3158,
18-19=-335/2561, 17-18=-438/2639, 16-17=-438/2639, 15-16=-182/938
WEBS 2-27=-1475/305, 2-26=-244/1188, 3-26=-813/265, 3-24=-374/1757, 4-24=-1375/398,
4-22=-225/933, 6-22=-672/268, 6-21=-103/345, 7-21=-379/179, 9-21=-151/344,
9-19=-847/338, 10-19=-310/1140, 10-18=-97/593, 11-18=-686/275, 11-16=-905/237,
12-16=-301/1999, 12-15=-2764/532, 1-27=-284/1864, 13-15=-449/2666
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 3-2-12,Interior(1) 3-2-12 to 9-2-14,Exterior(2) 9-2-14 to 44-3-15,
Interior(1) 44-3-15 to 53-10-2zone;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 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 4x6MT20 unless otherwiseindicated.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T20
TrussType
PiggybackBase
Qty
3
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:562019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-m5r6IAJhPG2_nJFRGmF_5ddXvd_dmTOfSXXZBCzIZ9L
NOTES-
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) 28=232, 14=438.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-10=-61, 10-38=-51, 14-28=-20
Trapezoidal Loads(plf)
Vert: 38=-181-to-12=-225, 12=-225-to-13=-231
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T21
TrussType
PiggybackBase
Qty
2
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:582019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-iUztjsLxxtIi0cPqOBHSA2iusQi?EKEywr0gG5zIZ9J
Scale=1:99.4
T1
T2
T4
T5
B1
W3 W4
W5 W6 W5 W6 W5
W6
W5 W6 W5 W6 W5
W7 W8 W9
W10
W1
W2
W12W11
T2T3
B1B1B1B2
1
2
3 4 5 6 7 8 9 10
11
12 13
28 27 26 25 24 23 22 21 20 19 18 17 16 1514
29
3031
32 33 34 3536
37
38
39 40
6x8
6x8
8x8
3x4 5x6 4x4
4x4
4x4
4x4 2x4
4x8
4x4
5x6 5x6
5x6
5x6
5x8
3x4
8x8
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
45-11-0
4-7-1
53-10-2
7-11-2
55-0-1
1-1-15
3-9-8
3-9-8
9-2-14
5-5-7
15-8-15
6-6-1
22-1-4
6-4-5
28-5-9
6-4-5
34-9-14
6-4-5
41-3-15
6-6-1
45-11-0
4-7-1
53-10-2
7-11-2
55-0-1
1-1-15
5-8-13-9-211-0-123-5-1011-0-127.0012
3.0012
PlateOffsets(X,Y)-- [3:0-5-4,0-3-0], [10:0-5-12,0-3-0], [12:0-6-12,0-5-0], [13:0-4-0,0-4-4]
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
0.60
0.45
0.99
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.13
-0.30
0.07
(loc)
21-22
21-22
14
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 426 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T4: 2x6SP 2400F 2.0E
BOT CHORD2x6SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W3,W10,W2,W11: 2x4SPFStud,W1,W12: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-4 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 16-18.
WEBS 1 Row at midpt 2-27, 3-26, 4-24, 6-22, 6-21, 7-21, 9-19,
10-18, 11-16, 12-16
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)28=1721/0-6-0(min. 0-2-13), 16=2925/0-6-0(min. 0-4-11), 14=819/0-6-0(min. 0-1-8)
Max Horz28=-345(LC 12)
Max Uplift28=-193(LC 13), 16=-408(LC 12), 14=-154(LC 17)
MaxGrav28=1788(LC 39), 16=2995(LC 39), 14=951(LC 50)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-29=-985/212, 29-30=-955/228, 2-30=-938/232, 2-31=-1607/329, 3-31=-1534/347,
3-32=-1972/406, 4-32=-1972/406, 4-33=-2129/422, 5-33=-2129/422, 5-6=-2129/422,
6-7=-1992/395, 7-8=-1992/395, 8-34=-1992/395, 9-34=-1992/395, 9-35=-1574/342,
35-36=-1574/342, 10-36=-1574/342, 10-37=-881/260, 11-37=-905/235, 11-38=-71/500,
38-39=-74/485, 12-40=-412/68, 12-13=-398/90, 1-28=-1748/277, 13-14=-851/71
BOT CHORD 27-28=-270/300, 26-27=-315/825, 25-26=-351/1350, 24-25=-351/1350, 23-24=-446/1972,
22-23=-446/1972, 21-22=-468/2129, 20-21=-323/1574, 19-20=-323/1574, 18-19=-141/662,
15-16=-90/426
WEBS 2-27=-1128/251, 2-26=-202/882, 3-26=-572/232, 3-24=-296/1189, 4-24=-890/331,
4-22=-148/377, 6-21=-272/83, 7-21=-372/177, 9-21=-199/839, 9-19=-1347/375,
10-19=-348/1743, 10-18=-1236/285, 11-18=-261/1523, 11-16=-2638/522, 12-16=-534/170,
12-15=-1168/358, 1-27=-219/1453, 13-15=-215/1216
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 3-2-12,Interior(1) 3-2-12 to 9-2-14,Exterior(2) 9-2-14 to 44-3-15,
Interior(1) 44-3-15 to 53-10-2zone;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 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.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T21
TrussType
PiggybackBase
Qty
2
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:40:592019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-BgWFwCMZiBQYem_0yuohjFF3cq2EznU68VmEoXzIZ9I
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 28=193, 16=408, 14=154.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-3=-51, 3-10=-61, 10-38=-51, 14-28=-20
Trapezoidal Loads(plf)
Vert: 38=-181-to-12=-225, 12=-225-to-13=-231
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T22
TrussType
PiggybackBase
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:002019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ft4d8YNCTUYPGwZCVcJwFTnDoELtiGGFN9VnK_zIZ9H
Scale=1:84.5
T1
T2
T4
B1
W3 W4
W5 W6 W5 W6 W5
W7
W5 W6 W5
W6
W5
W1
W2
W9
W8
T2T3
B1B2
1
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 27 28 29
30
31
5x8 3x6 5x8
3x4 3x6
3x5
4x6 3x5
4x6
3x5
3x5
3x5
2x4
4x8
3x5
5x6 5x6
5x6
3x4
4x6
3x6
3x6
4-9-3
4-9-3
9-2-14
4-5-11
15-5-13
6-2-15
21-7-0
6-1-3
28-11-13
7-4-13
35-1-0
6-1-3
41-3-15
6-2-15
46-2-0
4-10-1
4-9-3
4-9-3
9-2-14
4-5-11
15-5-13
6-2-15
21-7-0
6-1-3
28-11-13
7-4-13
35-1-0
6-1-3
41-3-15
6-2-15
46-2-0
4-10-1
5-8-111-0-128-2-1411-0-127.0012
PlateOffsets(X,Y)-- [3:0-5-8,0-2-0], [10:0-6-0,0-2-4], [11:0-3-0,0-1-8], [12: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
0.70
0.68
0.89
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.46
0.12
(loc)
16-17
16-17
12
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 307 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-8-14 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 7-8-4 oc bracing.
WEBS 1 Row at midpt 2-21, 3-20, 4-19, 5-17, 5-16, 8-16, 9-14,
10-14, 10-13, 1-22, 11-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)22=1769/0-6-0(min. 0-3-0), 12=1800/0-6-0(min. 0-3-4)
Max Horz22=382(LC 13)
Max Uplift22=-188(LC 13), 12=-231(LC 12)
MaxGrav22=1835(LC 2), 12=1981(LC 37)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-23=-1172/240, 2-23=-1128/255, 2-3=-1629/354, 3-24=-1997/400, 24-25=-1997/400,
4-25=-1997/400, 4-26=-2195/436, 5-26=-2195/436, 5-6=-2069/429, 6-7=-2069/429,
7-8=-2069/429, 8-27=-2069/429, 9-27=-2069/429, 9-28=-1663/379, 28-29=-1663/379,
10-29=-1663/379, 10-30=-944/293, 30-31=-1000/267, 11-31=-1007/265, 1-22=-1791/307,
11-12=-1942/333
BOT CHORD 21-22=-352/331, 20-21=-404/985, 19-20=-426/1373, 18-19=-515/1997, 17-18=-515/1997,
16-17=-538/2195, 15-16=-382/1663, 14-15=-382/1663, 13-14=-204/829
WEBS 2-21=-1060/239, 2-20=-213/803, 3-20=-587/248, 3-19=-305/1243, 4-19=-956/336,
4-17=-170/470, 5-17=-270/231, 8-16=-416/197, 9-16=-213/843, 9-14=-1322/374,
10-14=-354/1664, 10-13=-1275/322, 1-21=-228/1509, 11-13=-278/1629
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 9-2-14,Exterior(2) 9-2-14 to 45-6-14,
Interior(1) 45-6-14 to 46-0-4zone;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. 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=188, 12=231.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T23
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:022019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-bFCOZDOS?6o7VEjbd1MOKutUx26dABNYrT_uPszIZ9F
Scale=1:84.2
T1
T2
T4
B1
W3 W4
W5 W6 W5
W6
W5
W6
W5 W6 W5 W6 W5 W6 W5
W1
W2
W8
W7
T2T3
B1B2
1
2
3 4 5 6 7 8 9 10 11
12
24 23 22 21 20 19 18 17 16 15 14 13
25
26 27 28 29
8x8
6x8 4x8 6x10
3x10MT18H 6x8
6x6
12x12 12x12
5x6
4x4
5x6
4x4
2x4
6x8
5x6
6x6
6x6
6x8 6x8 3x6
6x8
4x8
6x8
4-3-14
4-3-14
9-2-14
4-11-0
14-8-4
5-5-5
19-11-13
5-3-9
25-3-7
5-3-9
30-7-0
5-3-9
35-10-10
5-3-9
41-3-15
5-5-5
44-0-0
2-8-1
4-3-14
4-3-14
9-2-14
4-11-0
14-8-4
5-5-5
19-11-13
5-3-9
25-3-7
5-3-9
30-7-0
5-3-9
35-10-10
5-3-9
41-3-15
5-5-5
44-0-0
2-8-1
5-8-111-0-129-6-111-0-127.0012
PlateOffsets(X,Y)-- [1:0-3-8,0-2-4], [3:0-5-4,0-3-0], [11:0-7-4,0-2-12], [14:0-3-8,0-3-0], [15:0-3-8,0-3-0], [22:0-3-8,0-8-0], [23:0-3-8,0-6-8]
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
0.98
0.28
0.79
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.17
-0.35
0.05
(loc)
21-22
21-22
13
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 944 lb FT= 20%
GRIP
185/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2
BOT CHORD2x10SP 2400F 2.0E
WEBS 2x4 HF/SPF No.2 *Except*
W3: 2x4SPFStud,W1,W8: 2x6SPF No.2, W2: 2x4SPF 1650F 1.5E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-23, 4-19, 5-18, 9-16, 10-15, 11-14, 12-13
REACTIONS.(lb/size)24=12064/0-6-0(min. 0-5-0), 13=3897/0-6-0(min. 0-1-11)
Max Horz24=388(LC 56)
Max Uplift24=-2250(LC 9), 13=-715(LC 9)
MaxGrav24=12113(LC 33), 13=4131(LC 33)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-7174/1415, 2-3=-9581/1868, 3-25=-7930/1542, 4-25=-7930/1542, 4-5=-6941/1334,
5-6=-5790/1097, 6-7=-5790/1097, 7-8=-5790/1097, 8-9=-5790/1097, 9-10=-4464/873,
10-11=-2905/604, 11-12=-1211/329, 1-24=-11323/2137, 12-13=-4040/712
BOT CHORD 24-26=-374/311, 26-27=-374/311, 23-27=-374/311, 23-28=-1455/6125, 28-29=-1455/6125,
22-29=-1455/6125, 21-22=-1802/8322, 20-21=-1695/7930, 19-20=-1695/7930,
18-19=-1488/6941, 17-18=-971/4464, 16-17=-971/4464, 15-16=-647/2905,
14-15=-261/954
WEBS 2-23=-4426/759, 2-22=-748/3811, 3-22=-1259/5597, 3-21=-1467/1042, 4-21=-872/2019,
4-19=-2403/687, 5-19=-472/2065, 5-18=-2543/529, 7-18=-315/154, 9-18=-615/2943,
9-16=-2965/695, 10-16=-716/3445, 10-15=-3633/811, 11-15=-834/4222, 11-14=-3331/735,
1-23=-1779/9687, 12-14=-679/3489
NOTES-
1) 2-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x6- 2 rowsstaggered at 0-7-0 oc.
Bottomchordsconnected as follows: 2x10- 4 rowsstaggered at 0-2-0 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 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 areMT20 plates unless otherwiseindicated.
9)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T23
TrussType
PiggybackBaseGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:022019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-bFCOZDOS?6o7VEjbd1MOKutUx26dABNYrT_uPszIZ9F
NOTES-
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 24=2250, 13=715.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
12) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 979 lb down and 165 lb up at 1-0-12, 766 lb down and 233 lb up at
3-0-12, 1126 lb down and 251 lb up at 5-0-12, and 1116 lb down and 269 lb up at 7-0-12, and 8571 lb down and 1621 lb up at 9-1-8 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: 1-3=-51, 3-11=-61, 11-12=-51, 13-24=-20
Concentrated Loads(lb)
Vert: 22=-8571(B) 26=-979(B) 27=-766(B) 28=-1126(B) 29=-1116(B)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T24
TrussType
PiggybackBase
Qty
7
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:042019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-XeK8_vQiXj2rkXtzkSOsQJys?rkhe6mrInT?TlzIZ9D
Scale=1:66.9
W1
T1
T3
B1
W2
W3 W2 W3 W2 W3
W2
W3 W5
W4
T1T2
B1B2
1 2 3 4 5 6 7
8
15 14 13 12 11 10 9
16 17 18 19
3x4
5x6 3x4
8x12MT18H
5x6
3x4
5x8
1.5x4 3x4
4x6 6x6 3x4
5x6
3x4
3x4
8-1-2
8-1-2
16-0-7
7-11-6
23-11-13
7-11-6
32-0-15
8-1-2
34-9-0
2-8-1
8-1-2
8-1-2
16-0-7
7-11-6
23-11-13
7-11-6
32-0-15
8-1-2
34-9-0
2-8-1
11-0-129-6-111-0-127.0012
PlateOffsets(X,Y)-- [7:0-8-8,0-2-0], [13:0-3-0,0-3-4]
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
0.88
0.56
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.12
-0.32
0.04
(loc)
14-15
14-15
9
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 226 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x4SPF 1650F 1.5E*Except*
T3: 2x6SPF No.2, T2: 2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W1: 2x4SPF 1650F 1.5E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-5 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-15, 1-14, 2-14, 4-13, 6-11, 7-11, 7-10,
8-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)15=1391/Mechanical, 9=1368/0-6-0(min. 0-2-9)
Max Horz15=-65(LC 17)
Max Uplift15=-299(LC 12), 9=-236(LC 12)
MaxGrav15=1681(LC 34), 9=1567(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-1610/338, 1-16=-976/181, 2-16=-976/181, 2-17=-1256/248, 3-17=-1256/248,
3-4=-1256/248, 4-5=-1260/251, 5-18=-1260/251, 6-18=-1260/251, 6-19=-1159/228,
7-19=-1159/228, 7-8=-439/84, 8-9=-1562/232
BOT CHORD 13-14=-175/976, 12-13=-200/1159, 11-12=-200/1159, 10-11=-55/383
WEBS 1-14=-302/1617, 2-14=-1133/348, 2-13=-115/509, 4-13=-456/216, 6-11=-864/296,
7-11=-245/1291, 7-10=-1243/279, 8-10=-207/1422
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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 32-0-15,Exterior(2) 32-0-15 to 34-7-4
zone;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=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.
3) Unbalancedsnowloads have been considered for this design.
4)Provide adequate drainage to preventwater ponding.
5)All plates areMT20 plates unless otherwiseindicated.
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)
15=299, 9=236.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T25
TrussType
Flat
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:052019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?quWBFQKI1AiMhSAI9v5yWV1uF2LNd?_XRDY?BzIZ9C
Scale=1:69.9
W1
T1
W1
B1
W2
W3 W2 W3 W2 W3
W2
T1T2
B1B2
1 2 3 4 5 6 7
14 13 12 11 10 9 8
15 16
3x4
4x6 3x5 4x6
3x43x44x6
3x4
3x8
1.5x4 3x4
4x6
3x5
3x4
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
8-9-2
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
8-9-2
10-5-1LOADING (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
0.87
0.66
0.47
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.41
0.04
(loc)
8-9
8-9
8
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 198 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W1: 2x4SPF 1650F 1.5E
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.
WEBS 1 Row at midpt 1-14, 7-8, 1-13, 2-13, 4-11, 6-9, 7-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1392/Mechanical, 8=1392/0-6-0(min. 0-2-5)
Max Uplift14=-290(LC 12), 8=-290(LC 12)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-1316/332, 1-15=-946/197, 2-15=-946/197, 2-3=-1228/255, 3-4=-1228/255,
4-5=-1228/255, 5-6=-1228/255, 6-16=-946/197, 7-16=-946/197, 7-8=-1316/332
BOT CHORD 12-13=-197/946, 11-12=-197/946, 10-11=-197/946, 9-10=-197/946
WEBS 1-13=-299/1437, 2-13=-908/343, 2-11=-90/434, 4-11=-497/235, 6-11=-90/434,
6-9=-908/343, 7-9=-299/1437
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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 34-7-4zone;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=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.
3)Provide adequate drainage to preventwater ponding.
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) except(jt=lb)
14=290, 8=290.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T26
TrussType
Flat
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:062019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-T1RuObRy3KJZ_r0MstQKVk1CbfO86zd8l5y5YdzIZ9B
Scale=1:61.6
W1
T1
W1
B1
W2 W1 W2 W1 W2 W1 W2
T1T2
B1B2
1 2 3 4 5 6 7
14 13 12 11 10 9 8
15 16
3x4
4x6 3x5 4x6
3x43x44x6
3x4
3x8
1.5x4 3x4
4x6
3x5
3x4
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
8-9-2
8-9-2
8-9-2
17-4-8
8-7-6
25-11-14
8-7-6
34-9-0
8-9-2
8-9-1LOADING (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
0.87
0.69
0.90
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.16
-0.42
0.04
(loc)
13-14
13-14
8
l/defl
>999
>978
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 183 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 1-14, 7-8, 2-13, 4-11, 6-9
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1392/Mechanical, 8=1392/0-6-0(min. 0-2-5)
Max Uplift14=-290(LC 12), 8=-290(LC 12)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-1316/332, 1-15=-1132/236, 2-15=-1132/236, 2-3=-1469/305, 3-4=-1469/305,
4-5=-1469/305, 5-6=-1469/305, 6-16=-1132/236, 7-16=-1132/236, 7-8=-1316/332
BOT CHORD 12-13=-236/1132, 11-12=-236/1132, 10-11=-236/1132, 9-10=-236/1132
WEBS 1-13=-325/1561, 2-13=-907/343, 2-11=-98/472, 4-11=-497/235, 6-11=-98/472,
6-9=-907/343, 7-9=-325/1561
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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 34-7-4zone;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=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.
3)Provide adequate drainage to preventwater ponding.
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) except(jt=lb)
14=290, 8=290.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T27
TrussType
HalfHipGirder
Qty
1
Ply
3
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:092019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ub711dTrLFh8rJlxX?_17MfqusU2JJvaS2Bl9yzIZ98
Scale=1:90.5
0-1-15T1
T2
W5
B1
W1 W2
W3 W4W5 W6 W7 W8 W5 W8 W5 W8 W5 W9 W5 W10 W5 W8 W5 W8
T2T3
B3B3B2HW112
3
4 5 6 7 8 9 10 11 12 13 14 15
28 27 26 25 24 23 22 21 20 19 18 17 16
32
33 34 35
36 37 3839 40 41
10x10
6x8 6x6
12x12
5x6
8x8 8x8
6x6
12x12
4x10
6x8
6x8
6x10
6x10
6x10
6x8
8x86x12MT18H
4-9-8
4-9-8
9-4-2
4-6-10
11-9-14
2-5-12
16-1-8
4-3-10
20-9-8
4-8-0
25-4-8
4-7-0
29-11-9
4-7-0
36-0-6
6-0-13
41-8-3
5-7-13
46-3-4
4-7-0
51-0-0
4-8-12
-1-5-12
1-5-12
4-9-8
4-9-8
9-4-2
4-6-10
11-9-14
2-5-12
16-1-8
4-3-10
20-9-8
4-8-0
25-4-8
4-7-0
29-11-9
4-7-0
36-0-6
6-0-13
41-8-3
5-7-13
46-3-4
4-7-0
51-0-0
4-8-12
1-7-16-10-97-0-86-10-97.0012
PlateOffsets(X,Y)-- [2:0-0-12,0-0-7], [2:0-9-13,0-0-14], [2:Edge,0-6-7], [25:0-6-0,0-8-8], [26:0-3-8,0-3-8], [27:0-3-8,0-4-12]
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
0.36
0.35
0.99
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.27
-0.58
0.12
(loc)
23-25
23-25
16
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 1601 lbFT= 20%
GRIP
185/144
244/190
LUMBER-
TOP CHORD2x8SP 2400F 2.0E*Except*
T1: 2x10SP 2400F 2.0E
BOT CHORD2x10SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W7: 2x6SP 2400F 2.0E,W9,W10: 2x4 HF/SPF No.2
WEDGE
Left: 2x8SP 2400F 2.0E
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)16=5500/0-6-0(min. 0-1-9), 2=12626/0-6-0(min. 0-3-8)
Max Horz2=253(LC 11)
Max Uplift16=-1063(LC 9), 2=-2172(LC 9)
MaxGrav16=5747(LC 31), 2=12626(LC 1)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-17594/3117, 3-4=-18932/3456, 4-5=-19332/3552, 5-33=-22833/4193,
6-33=-22833/4193, 6-34=-22840/4196, 7-34=-22840/4196, 7-8=-18452/3422,
8-9=-18452/3422, 9-10=-18452/3422, 10-11=-11817/2193, 11-12=-11817/2193,
12-35=-11817/2193, 13-35=-11817/2193, 13-14=-3982/772, 14-15=-3982/772,
15-16=-5553/1045
BOT CHORD 2-36=-2737/14400, 36-37=-2737/14400, 28-37=-2737/14400, 28-38=-2737/14400,
38-39=-2737/14400, 27-39=-2737/14400, 27-40=-3185/16765, 26-40=-3185/16765,
26-41=-3655/19332, 25-41=-3655/19332, 24-25=-3989/21020, 23-24=-3989/21020,
22-23=-3989/21020, 21-22=-3044/15787, 20-21=-3044/15787, 19-20=-3044/15787,
18-19=-1515/7763, 17-18=-1515/7763
WEBS 3-28=-585/206, 3-27=-697/3071, 4-27=-253/1287, 4-26=-1315/6906, 5-26=-4375/895,
5-25=-1204/6260, 6-25=-366/179, 7-25=-969/3262, 7-23=-57/619, 7-22=-4345/942,
10-22=-807/4478, 10-19=-5681/1078, 11-19=-340/168, 13-19=-1149/6093, 13-18=0/268,
13-17=-6353/1217, 14-17=-418/145, 15-17=-1237/6662
NOTES-
1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows:
Topchordsconnected as follows: 2x10- 2 rowsstaggered at 0-9-0 oc, 2x8- 2 rowsstaggered at 0-9-0 oc, 2x4- 1 row at 0-9-0 oc.
Bottomchordsconnected as follows: 2x10- 2 rowsstaggered at 0-6-0 oc.
Websconnected as follows: 2x4- 1 row at 0-9-0 oc, 2x6- 3 rowsstaggered at 0-4-0 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
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T27
TrussType
HalfHipGirder
Qty
1
Ply
3
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:092019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ub711dTrLFh8rJlxX?_17MfqusU2JJvaS2Bl9yzIZ98
NOTES-
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
0.500/12in accordancewithIBC 1608.3.4.
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)Provide adequate drainage to preventwater ponding.
9)All plates areMT20 plates unless otherwiseindicated.
10)All plates are 3x6MT20 unless otherwiseindicated.
11)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
12)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 16=1063, 2=2172.
13)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
14) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 900 lb down and 128 lb up at 2-0-12, 779 lb down and 137 lb up at
4-0-12, 856 lb down and 150 lb up at 6-0-12, 978 lb down and 167 lb up at 8-0-12, 766 lb down and 233 lb up at 10-0-12, 1040 lb down and 189 lb up at 12-0-12, and
954lb down and 148 lb up at 14-0-12, and 7763 lb down and 1449 lb up at 16-1-8 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, 4-15=-61, 16-29=-20
Concentrated Loads(lb)
Vert: 26=-1040(F) 25=-7763(F) 36=-900(F) 37=-779(F) 38=-856(F) 39=-978(F) 40=-766(F) 41=-954(F)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T28
TrussType
HalfHipGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:202019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-3jIBKNckme3af?52gpgc3hcmQIF8OJSBzGLr0pzIZ8z
Scale=1:91.8
0-1-15T1
T2
W7
B1
W3 W4
W5 W6 W7 W8 W7 W6 W7 W8 W7 W9 W7 W8 W7 W6 W7 W8 W7 W6
W1 W2
T2T3
B1B3B2
T2
1 2
3
4 5 6 7 8 9 10 11 12 13 14 15 16
31 30 29 28 27 26 25 24 23 22 21 20 19 18 17
32 33 34 35 3637 38 39 40 41 42 43 44 45 46 47 4849
5051 52 53 5455 56 5758 59 60 61 62 63 6465
5x6
3x4
6x63x104x8
4x8
2x4 4x8
2x4 4x8
2x4
2x4
4x8 2x4
4x8 2x4
4x10 2x4
4x10
5x8
5x6
3-5-8
3-5-8
6-8-0
3-2-8
10-10-6
4-2-5
16-6-13
5-8-8
20-10-15
4-4-1
26-7-6
5-8-8
30-9-2
4-1-12
36-5-10
5-8-8
40-9-11
4-4-1
46-6-3
5-8-8
51-0-0
4-5-13
-1-5-12
1-5-12
3-5-8
3-5-8
6-8-0
3-2-8
10-10-6
4-2-5
16-6-13
5-8-8
20-10-15
4-4-1
26-7-6
5-8-8
30-9-2
4-1-12
36-5-10
5-8-8
40-9-11
4-4-1
46-6-3
5-8-8
51-0-0
4-5-13
1-7-15-3-135-5-125-3-137.0012
PlateOffsets(X,Y)-- [17:0-3-0,0-4-4], [20:0-2-6,0-2-0]
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
0.14
0.26
0.87
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.43
-0.56
0.13
(loc)
23-25
23-25
17
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 749 lb FT= 20%
GRIP
197/144
LUMBER-
TOP CHORD2x6SP 2400F 2.0E
BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*
W1: 2x6SP 2400F 2.0E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-15 oc bracing.
REACTIONS.(lb/size)17=3113/0-6-0(min. 0-1-8), 31=3064/0-6-0(min. 0-1-8)
Max Horz31=208(LC 9)
Max Uplift17=-2181(LC 9), 31=-1876(LC 9)
MaxGrav17=3386(LC 71), 31=3259(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-3655/2246, 3-4=-4429/2837, 4-32=-3823/2490, 32-33=-3824/2491, 5-33=-3826/2491,
5-34=-7480/4838, 34-35=-7480/4838, 6-35=-7480/4838, 6-36=-7480/4838,
36-37=-7480/4838, 7-37=-7480/4838, 7-38=-7480/4838, 8-38=-7480/4838,
8-39=-8492/5476, 39-40=-8492/5476, 9-40=-8492/5476, 9-10=-8492/5476,
10-41=-8492/5476, 11-41=-8492/5476, 11-42=-6933/4473, 42-43=-6933/4473,
12-43=-6933/4473, 12-44=-6933/4473, 13-44=-6933/4473, 13-45=-6933/4473,
14-45=-6933/4473, 14-46=-2779/1784, 46-47=-2779/1784, 15-47=-2779/1784,
2-31=-3130/1836
BOT CHORD 30-31=-426/475, 29-30=-2032/3069, 29-50=-3806/5719, 50-51=-3806/5719,
28-51=-3806/5719, 28-52=-3806/5719, 27-52=-3806/5719, 27-53=-3806/5719,
26-53=-3806/5719, 26-54=-5411/8215, 54-55=-5411/8215, 25-55=-5411/8215,
25-56=-5411/8215, 24-56=-5411/8215, 23-24=-5411/8215, 23-57=-5326/8111,
57-58=-5326/8111, 22-58=-5326/8111, 22-59=-5326/8111, 59-60=-5326/8111,
21-60=-5326/8111, 20-21=-3542/5388, 20-61=-3542/5388, 19-61=-3542/5388,
19-62=-3542/5388, 62-63=-3542/5388, 18-63=-3542/5388, 18-64=-1792/2747,
64-65=-1792/2747, 17-65=-1792/2747
WEBS 3-30=-1107/739, 3-29=-891/1279, 4-29=-871/1589, 5-29=-2941/1889, 5-28=0/319,
5-26=-1492/2288, 6-26=-474/393, 8-26=-1151/770, 8-25=-6/305, 8-23=-222/324,
9-23=-423/384, 11-23=-355/541, 11-22=-1/290, 11-21=-1588/1050, 12-21=-461/410,
14-21=-1477/2272, 14-19=-7/299, 14-18=-3519/2298, 15-18=-1473/2500,
15-17=-4079/2616, 2-30=-1718/2855
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 to
plyconnections have been provided to distribute onlyloads noted as(F) or(B), unless otherwiseindicated.
3) Unbalancedroofliveloads have been considered for this design.Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T28
TrussType
HalfHipGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:212019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-XvrZYjdNWxBRH9gFEWBrcu9xAibN7miLCw5OZGzIZ8y
NOTES-
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;Min. flatroofsnowload governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than
0.500/12in accordancewithIBC 1608.3.4.
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)Provide adequate drainage to preventwater ponding.
9)All plates are 4x6MT20 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) 17=2181, 31=1876.
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) 397 lb down and 456 lb up at 6-8-0, 131 lb down and 142 lb up at
8-11-4, 131 lb down and 142 lb up at 10-11-4, 131 lb down and 142 lb up at 12-11-4, 131 lb down and 142 lb up at 14-11-4, 131 lb down and 142 lb up at 16-11-4, 131
lb down and 142 lb up at 18-11-4, 131 lb down and 142 lb up at 20-11-4, 131 lb down and 142 lb up at 22-11-4, 131 lb down and 142 lb up at 24-11-4, 131 lb down and
142lb up at 26-11-4, 131 lb down and 142 lb up at 28-11-4, 131 lb down and 142 lb up at 30-11-4, 131 lb down and 142 lb up at 32-11-4, 131 lb down and 142 lb up at
34-11-4, 131 lb down and 142 lb up at 36-11-4, 131 lb down and 142 lb up at 38-11-4, 131 lb down and 142 lb up at 40-11-4, 131 lb down and 142 lb up at 42-11-4, 131
lb down and 142 lb up at 44-11-4, 131 lb down and 142 lb up at 46-11-4, and 131 lb down and 142 lb up at 48-11-4, and 118 lb down and 137 lb up at 50-10-4 on top
chord, and 103 lb down and 37 lb up at 6-8-0, 51 lb down and 34 lb up at 6-11-4, 51 lb down and 34 lb up at 8-11-4, 51 lb down and 34 lb up at 10-11-4, 51 lb down and
34lb up at 12-11-4, 51 lb down and 34 lb up at 14-11-4, 51 lb down and 34 lb up at 16-11-4, 51 lb down and 34 lb up at 18-11-4, 51 lb down and 34 lb up at 20-11-4,
51lb down and 34 lb up at 22-11-4, 51 lb down and 34 lb up at 24-11-4, 51 lb down and 34 lb up at 26-11-4, 51 lb down and 34 lb up at 28-11-4, 51 lb down and 34 lb
up at 30-11-4, 51 lb down and 34 lb up at 32-11-4, 51 lb down and 34 lb up at 34-11-4, 51 lb down and 34 lb up at 36-11-4, 51 lb down and 34 lb up at 38-11-4, 51 lb
down and 34 lb up at 40-11-4, 51 lb down and 34 lb up at 42-11-4, 51 lb down and 34 lb up at 44-11-4, 51 lb down and 34 lb up at 46-11-4, and 51 lb down and 34 lb up
at 48-11-4, and 67 lb down and 24 lb up at 50-10-4 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, 2-4=-51, 4-16=-61, 17-31=-20
Concentrated Loads(lb)
Vert: 4=-242(B) 16=-80(B) 17=-40(B) 29=-67(B) 5=-47(B) 28=-30(B) 8=-47(B) 25=-30(B) 22=-30(B) 11=-47(B) 19=-30(B) 14=-47(B) 13=-47(B) 10=-47(B) 20=-30(B)
24=-30(B) 32=-47(B) 34=-47(B) 35=-47(B) 36=-47(B) 38=-47(B) 39=-47(B) 40=-47(B) 41=-47(B) 42=-47(B) 43=-47(B) 44=-47(B) 46=-47(B) 47=-47(B) 48=-47(B)
49=-47(B) 50=-30(B) 51=-30(B) 52=-30(B) 53=-30(B) 54=-30(B) 55=-30(B) 56=-30(B) 57=-30(B) 58=-30(B) 59=-30(B) 60=-30(B) 61=-30(B) 62=-30(B) 63=-30(B)
64=-30(B) 65=-30(B)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T30GE
TrussType
Roof Special SupportedGable
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:222019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-?6Pyl3e?HFKIuIFRoEj486i2a6?msP5URaqx5izIZ8x
Scale=1:38.8
T1 T2
B1
B2
B3
W2 W3
W4
W3 W2
W1 W5
ST4
ST5ST3
ST2
ST1
ST6
ST7 ST8
ST9
ST101
2
3
4
5
18 17
16
15 14 13 12 11 10 9
8
7 6
29
30 31
32
3x5
4x4
3x5
5x6 5x6
3x5
3x8
3x5
6-7-0
6-7-0
9-11-0
3-4-0
13-3-0
3-4-0
19-9-0
6-6-0
6-7-0
6-7-0
9-11-0
3-4-0
13-3-0
3-4-0
19-9-0
6-6-0
1-2-66-11-131-3-02-0-07.0012
4.0012
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
0.42
0.06
0.10
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.00
0.01
(loc)
18
16
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 93 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
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.All bearings 19-9-0.
(lb)-Max Horz18=191(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 14, 10, 12 except 18=-102(LC 16), 6=-123(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 18, 6, 6, 13, 15, 16, 17, 11, 9, 8, 7 except 14=255(LC 33),
10=255(LC 34), 12=306(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-259/158, 5-6=-259/157
WEBS 2-12=-259/233, 4-12=-253/228
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 9-11-0,Exterior(2) 9-11-0 to 13-1-4
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)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)All plates are 1.5x4MT20 unless otherwiseindicated.
7)Gablestudsspaced at 2-0-0 oc.
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) 14, 10, 12 except
(jt=lb) 18=102, 6=123.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T31
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:232019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-UIzKzPed2ZS9WSqdMxEJhJEDsVEGbl6egEaVd8zIZ8w
Scale=1:45.8
0-1-120-1-12W1
T1
T2 T2
T3
W7B1
B2
B3
W2
W3
W4
W5 W5
W4
W3
W6
1
2
3
4
5
6
7
11
10 9
8
12
13 14
3x5
1.5x4 6x6
4x6
6x6 1.5x4
3x5
5x12 5x12
1.5x4 1.5x4
2-8-0
2-8-0
6-7-0
3-11-0
13-3-0
6-8-0
17-2-0
3-11-0
19-9-0
2-7-0
2-8-0
2-8-0
6-7-0
3-11-0
9-11-0
3-4-0
13-3-0
3-4-0
17-2-0
3-11-0
19-9-0
2-7-0
2-7-56-11-132-7-52-0-00-7-57.0012
4.0012
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
0.49
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.30
0.18
(loc)
9-10
9-10
8
l/defl
>999
>785
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 89 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-6-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-13 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=714/Mechanical, 8=713/0-6-0(min. 0-1-8)
Max Horz11=-205(LC 14)
Max Uplift11=-108(LC 16), 8=-107(LC 17)
MaxGrav11=920(LC 40), 8=924(LC 40)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-2035/270, 3-13=-2036/352, 4-13=-1955/369, 4-14=-1944/335, 5-14=-2025/318,
5-6=-2024/246
BOT CHORD 10-11=-321/1368, 9-10=-133/1073, 8-9=-238/1334
WEBS 2-11=-1775/275, 2-10=0/394, 3-10=-343/183, 4-10=-206/1060, 4-9=-208/1043,
5-9=-343/183, 6-9=0/416, 6-8=-1750/283
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 2-8-0,Interior(1) 2-8-0 to 9-11-0,Exterior(2) 9-11-0 to 13-1-4,
Interior(1) 17-2-0 to 19-7-4zone;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. 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)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=108, 8=107.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T32
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:252019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Qg54O5gtaAismmz0TMGnmkKZiJvF3ggx7Y3ci1zIZ8u
Scale=1:45.8
0-1-120-1-12W1
T1
T2 T2
T3
W7
B1
B2
B3
W2
W3
W4
W5 W5
W4
W3
W6
1
2
3
4
5
6
7
11
10 9
8
12
13
14 15
16
17
4x6
3x4 6x6
4x6
6x6
3x4
5x6
5x12 5x12
1.5x4 1.5x4
4-8-0
4-8-0
6-7-0
1-11-0
13-3-0
6-8-0
15-2-0
1-11-0
19-9-0
4-7-0
4-8-0
4-8-0
6-7-0
1-11-0
9-11-0
3-4-0
13-3-0
3-4-0
15-2-0
1-11-0
19-9-0
4-7-0
3-9-56-11-133-9-52-0-01-9-57.0012
4.0012
PlateOffsets(X,Y)-- [8:0-2-12,Edge], [11:0-2-15,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
0.52
0.49
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.11
-0.31
0.19
(loc)
9-10
9-10
8
l/defl
>999
>750
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 93 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-13 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-7-6 oc bracing.
WEBS 1 Row at midpt 2-11, 6-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=734/Mechanical, 8=733/0-6-0(min. 0-1-8)
Max Horz11=-219(LC 14)
Max Uplift11=-117(LC 16), 8=-117(LC 17)
MaxGrav11=799(LC 40), 8=801(LC 40)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-13=-1790/315, 3-13=-1759/327, 3-14=-1812/383, 4-14=-1743/397, 4-15=-1734/334,
5-15=-1802/320, 5-16=-1749/276, 6-16=-1780/264
BOT CHORD 10-11=-421/1507, 9-10=-211/985, 8-9=-320/1489
WEBS 2-11=-1794/307, 4-10=-224/896, 4-9=-171/882, 6-8=-1781/335
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 9-11-0,Exterior(2) 9-11-0 to 13-1-4,
Interior(1) 15-2-0 to 19-7-4zone;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. 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)Bearing at joint(s) 8 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=117, 8=117.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T33
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:262019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-utfSbRhVLUqjNwYC13n1JysdbjELo7f4MCo9ETzIZ8t
Scale=1:45.8
0-1-120-1-12W1
T1
T2 T2
T3
W6
B1
B2
B3
W2 W3
W4 W4
W3 W5
1
2
3
4 5
9
8 7
6
10 11
12
13 14
15
16 17
4x6
4x4
7x14MT18H
4x6
6x16MT18H
4x4
5x6
4x8 4x8
6-7-0
6-7-0
13-3-0
6-8-0
19-9-0
6-6-0
6-8-0
6-8-0
9-11-0
3-3-0
13-2-0
3-3-0
19-9-0
6-7-0
4-11-56-11-134-11-52-0-02-11-57.0012
4.0012
PlateOffsets(X,Y)-- [2:0-11-4,0-1-4], [4:1-0-0,0-1-4], [5:Edge,0-3-8], [6:0-2-12,Edge], [7:0-3-4,0-1-8], [8:0-3-4,0-1-8], [9:0-2-15,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
0.80
0.53
0.51
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.33
0.19
(loc)
7-8
7-8
6
l/defl
>999
>709
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 94 lb FT= 20%
GRIP
185/144
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W2,W5: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-0-13 oc bracing.
WEBS 1 Row at midpt 2-9, 4-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=754/Mechanical, 6=753/0-6-0(min. 0-1-8)
Max Horz9=-233(LC 14)
Max Uplift9=-130(LC 16), 6=-130(LC 17)
MaxGrav9=876(LC 40), 6=874(LC 40)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-296/90, 2-12=-1605/443, 12-13=-1590/452, 3-13=-1576/461, 3-14=-1563/362,
14-15=-1576/353, 4-15=-1591/344, 5-6=-292/90
BOT CHORD 8-9=-484/1416, 7-8=-281/841, 6-7=-385/1404
WEBS 2-9=-1601/310, 3-8=-296/992, 3-7=-168/972, 4-6=-1592/380
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 9-11-0,Exterior(2) 9-11-0 to 13-2-0
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)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) Refer to girder(s) for truss to trussconnections.
9)Bearing at joint(s) 6 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
9=130, 6=130.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T34
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:272019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-M3Dqpmh76nya?47ObnIGr9PqQ7VhXY?DasYimvzIZ8s
Scale=1:45.8
0-1-120-1-12W1
T1
T2 T2
T3
W8
B1
B2
B3
W2 W3 W4 W5 W6 W5 W4 W3 W7
1 2
3
4
5 6 7
14
13 12 11 10 9
8
15 16 17 18 19 20
3x5
3x4 4x8
4x6
4x8 3x4
3x5
5x6 5x6
3x10
3x4 3x6 3x4
3x10
6-7-0
6-7-0
8-8-0
2-1-0
9-11-0
1-3-0
11-2-0
1-3-0
13-3-0
2-1-0
19-9-0
6-6-0
6-7-0
6-7-0
8-8-0
2-1-0
9-11-0
1-3-0
11-2-0
1-3-0
13-3-0
2-1-0
19-9-0
6-6-0
6-1-56-11-136-1-52-0-04-1-57.0012
4.0012
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
0.84
0.63
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.24
0.17
(loc)
12-13
13-14
8
l/defl
>999
>959
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 111 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W2,W7: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-14 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-4-5 oc bracing.
WEBS 1 Row at midpt 2-14, 6-8
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=774/Mechanical, 8=774/Mechanical
Max Horz14=-247(LC 14)
Max Uplift14=-147(LC 16), 8=-146(LC 17)
MaxGrav14=998(LC 40), 8=997(LC 40)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-14=-261/78, 2-17=-1092/224, 3-17=-1088/224, 3-4=-1154/247, 4-5=-1156/265,
5-18=-1088/230, 6-18=-1092/230, 7-8=-257/78
BOT CHORD 13-14=-454/1295, 12-13=-413/1189, 11-12=-345/1073, 10-11=-345/1073, 9-10=-331/1179,
8-9=-358/1284
WEBS 2-14=-1600/249, 2-13=-118/571, 3-12=-290/57, 4-11=-164/861, 5-10=-295/80,
6-9=-31/563, 6-8=-1593/365
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 9-11-0,Exterior(2) 9-11-0 to 11-2-0
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)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)
14=147, 8=146.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T35
TrussType
Roof Special
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:282019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-qFnD06imt54RdDib8UpVONx1GWyGG1ANpWHGJMzIZ8r
Scale=1:43.4
W1
T1
W6
B1
B2
B3
W2 W3 W4 W3 W5
T2
1 2 3 4 5
9
8 7
6
10 11
3x5
3x4 3x4 3x4
3x5
5x6 5x12
3x8 3x4
6-7-0
6-7-0
13-3-0
6-8-0
19-9-0
6-6-0
6-7-0
6-7-0
13-3-0
6-8-0
19-9-0
6-6-0
7-3-52-0-05-3-54.0012
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
0.54
0.43
0.51
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.22
0.09
(loc)
8-9
7-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 104 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W2,W4,W5: 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-5-11 oc bracing.
WEBS 1 Row at midpt 2-9, 4-6
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)9=786/Mechanical, 6=786/Mechanical
Max Horz9=-272(LC 14)
Max Uplift9=-213(LC 12), 6=-213(LC 13)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-736/190, 3-4=-736/190
BOT CHORD 8-9=-436/861, 7-8=-399/782, 6-7=-336/808
WEBS 2-9=-1089/259, 2-8=-64/454, 4-7=-81/454, 4-6=-1087/368
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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 19-7-4zone;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=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.
3)Provide adequate drainage to preventwater ponding.
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) except(jt=lb)
9=213, 6=213.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T36
TrussType
HalfHip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:292019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-ISKbDSjOePCIENHniCLkxaU9awI9?TeW2A1prozIZ8q
Scale=1:49.7
0-1-12T1
T2
W8
B1
B2
B3
W3
W4 W5 W6 W5 W7
W1
W2
T3
1
2 3 4 5 6
11
10
9 8
7
12 134x6
5x6 5x8 3x8
3x4
3x4
5x6 5x12
3x5
3x4
1-5-13
1-5-13
6-7-0
5-1-3
13-3-0
6-8-0
19-9-0
6-6-0
1-5-13
1-5-13
6-7-0
5-1-3
13-3-0
6-8-0
19-9-0
6-6-0
7-4-48-5-58-7-18-5-52-0-06-5-510.0012
4.0012
PlateOffsets(X,Y)-- [1:0-2-12,0-1-8], [2:0-3-0,0-2-1], [4:0-1-12,0-0-0], [5:0-4-0,Edge], [5:0-0-0,0-1-12]
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
0.76
0.39
0.56
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.08
-0.21
0.07
(loc)
8-9
8-9
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 125 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2 *Except*
W5: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-12 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-9-2 oc bracing.
WEBS 1 Row at midpt 6-7, 2-10, 1-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=786/Mechanical, 11=773/Mechanical
Max Horz11=317(LC 13)
Max Uplift7=-231(LC 13), 11=-169(LC 12)
MaxGrav7=1146(LC 34), 11=1060(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-281/226, 2-12=-845/240, 3-12=-847/240, 3-4=-877/155, 4-5=-860/150,
5-13=-860/150, 6-13=-860/150, 6-7=-1088/281, 1-11=-1035/203
BOT CHORD 10-11=-377/404, 9-10=-365/457, 8-9=-408/860
WEBS 2-10=-971/237, 2-9=-162/1042, 3-9=-616/244, 4-8=-698/216, 6-8=-306/1177,
1-10=-102/959
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 5-8-11,Interior(1) 5-8-11 to 19-7-4zone;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. 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=231, 11=169.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T37
TrussType
HalfHip
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:302019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-meuzRok0PiK9sXszGvszTo1J3Kfwkt8gHqmNNEzIZ8p
Scale=1:59.0
0-1-12T1
T2
W7
B1
B2
B3
W3 W4
W5
W4 W6
W1
W2
T3
1
2 3 4 5 6
10
9 8
7
11 12
3x4
5x6 3x4 3x8
3x4
3x5
5x6 5x12
3x4 1.5x4
2-10-10
2-10-10
6-7-0
3-8-6
13-3-0
6-8-0
19-9-0
6-6-0
2-10-10
2-10-10
6-7-0
3-8-6
13-3-0
6-8-0
19-9-0
6-6-0
7-4-49-7-59-9-19-7-52-0-07-7-510.0012
4.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-2-1]
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
0.36
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.07
-0.18
0.06
(loc)
9-10
9-10
7
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 126 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-11-11 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 8-6-2 oc bracing.
WEBS 1 Row at midpt 6-7, 3-8, 2-10
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=784/Mechanical, 10=761/Mechanical
Max Horz10=364(LC 13)
Max Uplift7=-249(LC 13), 10=-128(LC 12)
MaxGrav7=1136(LC 34), 10=974(LC 34)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-689/235, 3-11=-731/135, 4-11=-731/135, 4-5=-717/132, 5-12=-717/132,
6-12=-717/132, 6-7=-1078/314
BOT CHORD 9-10=-431/563, 8-9=-426/698
WEBS 2-9=-115/895, 3-9=-570/252, 4-8=-713/224, 6-8=-331/1075, 2-10=-1005/183
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 7-1-8,Interior(1) 7-1-8 to 19-7-4zone;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. 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=249, 10=128.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T38
TrussType
HalfHipGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:322019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-j10jsUlGxKat5r0MNKuRYD6dl8M?Cndzk7FTS7zIZ8n
Scale=1:62.5
0-1-12T1
T2
W7
B1
W3 W4 W5
W4
W5 W6
W1
W2
B2
1
2 3 4 5
11 10 9 8 7 6
12
13 14 15 16 17 18 19
6x6
5x83x10MT18H6x810x1010x10
3x4 1.5x4
12x12
8x8
6x6
4-3-6
4-3-6
9-3-8
5-0-2
14-5-6
5-1-14
19-9-0
5-3-10
4-3-6
4-3-6
9-3-8
5-0-2
14-5-6
5-1-14
19-9-0
5-3-10
7-4-410-9-510-11-110-9-510.0012
PlateOffsets(X,Y)-- [1:0-2-12,0-1-8], [2:0-3-15,Edge], [7:0-6-0,0-6-4], [8:0-3-8,0-6-0], [10:0-3-8,0-6-4]
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
0.32
0.73
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.10
-0.20
0.01
(loc)
7-8
7-8
6
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
MT18H
Weight: 385 lb FT= 20%
GRIP
185/144
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x8SP 2400F 2.0E
WEBS 2x4 HF/SPF No.2 *Except*
W7: 2x6SPF No.2, W6: 2x4SPF 1650F 1.5E
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-5-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 5-6, 3-7, 1-11
REACTIONS.(lb/size)6=8255/Mechanical, 11=7639/Mechanical
Max Horz11=137(LC 12)
Max Uplift6=-1601(LC 9), 11=-1429(LC 9)
MaxGrav6=8591(LC 30), 11=7783(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-3666/710, 2-12=-4344/834, 3-12=-4347/834, 3-4=-3460/649, 4-5=-3460/649,
5-6=-7201/1373, 1-11=-7249/1328
BOT CHORD 9-10=-589/2830, 9-14=-589/2830, 8-14=-589/2830, 8-15=-833/4345, 15-16=-833/4345,
16-17=-833/4345, 7-17=-833/4345
WEBS 2-10=-1093/190, 2-8=-642/3479, 3-8=-392/1511, 3-7=-1981/415, 4-7=-506/164,
5-7=-1454/7757, 1-10=-1031/5644
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: 2x8- 2 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; 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.
7)Provide adequate drainage to preventwater ponding.
8)All plates areMT20 plates 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)
6=1601, 11=1429.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T38
TrussType
HalfHipGirder
Qty
1
Ply
2
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:322019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-j10jsUlGxKat5r0MNKuRYD6dl8M?Cndzk7FTS7zIZ8n
NOTES-
13) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1372 lb down and 310 lb up at 1-11-4, 1372 lb down and 310 lb up at
3-11-4, 1661 lb down and 319 lb up at 5-11-4, 1661 lb down and 319 lb up at 7-11-4, 1661 lb down and 319 lb up at 9-11-4, 1661 lb down and 319 lb up at 11-11-4,
1661lb down and 319 lb up at 13-11-4, and 1661 lb down and 319 lb up at 15-11-4, and 1661 lb down and 319 lb up at 17-11-4 on bottomchord.The design/selection
ofsuchconnection 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, 2-5=-61, 6-11=-20
Concentrated Loads(lb)
Vert: 9=-1661(B) 10=-1372(B) 13=-1372(B) 14=-1661(B) 15=-1661(B) 16=-1661(B) 17=-1661(B) 18=-1661(B) 19=-1661(B)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T39
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:332019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-BDa63qmuidikj?bYx1Pg5Qfx_XjmxNJ6zn?1_ZzIZ8m
Scale=1:26.6
0-1-15W1
T1
T2
W5
B1
W2
W3 W4
1
2
3 4
7 6
5
8
9
1.5x4
1.5x4
4x4
3x5
3x4
5x6
0-2-0
0-2-0
4-2-11
4-0-11
7-6-0
3-3-5
-1-5-12
1-5-12
4-2-11
4-2-11
7-6-0
3-3-5
1-7-13-10-114-0-103-10-117.0012
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
0.35
0.16
0.13
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.01
-0.02
-0.00
(loc)
6-7
6-7
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 39 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=357/0-3-8(min. 0-1-8), 5=326/0-6-0(min. 0-1-8)
Max Horz7=157(LC 11)
Max Uplift7=-202(LC 12), 5=-391(LC 9)
MaxGrav7=529(LC 32), 5=390(LC 67)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-498/223, 2-3=-304/208
WEBS 3-5=-274/268
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; porchleft 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)
7=202, 5=391.
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) 135 lb down and 157 lb up at
4-2-11, and 94 lb down and 94 lb up at 5-4-13, and 79 lb down and 95 lb up at 7-4-4 on top chord, and 73 lb down and 99 lb up at
4-2-11, and 20 lb down and 50 lb up at 5-4-13, and 33 lb down and 44 lb up at 7-4-4 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
Continued on page 2
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T39
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:342019 Page2
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-fP8UHAnWTxqbL89kVlwvdeB6kx3?gpZFBRlaW?zIZ8l
LOADCASE(S)Standard
Uniform Loads(plf)
Vert: 1-2=-51, 2-3=-51, 3-4=-61, 5-7=-20
Concentrated Loads(lb)
Vert: 4=-29(F) 6=0(F) 5=-18(F) 8=-4(F) 9=-8(F)
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T40
TrussType
Jack-Closed
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:342019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-fP8UHAnWTxqbL89kVlwvdeB7Bx2lgpGFBRlaW?zIZ8l
Scale=1:36.0
W1
T1 W4
B1
W2 W3
1
2
3
4
7 6 5
8
9
3x4
3x5
3x6
1.5x4 3x6
3x5
0-2-0
0-2-0
3-3-13
3-1-13
7-1-0
3-9-3
7-6-0
0-5-0
-1-5-12
1-5-12
3-3-13
3-3-13
7-1-0
3-9-3
7-6-0
0-5-0
1-7-15-8-65-6-117.0012
PlateOffsets(X,Y)-- [4:0-2-14,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
0.32
0.24
0.15
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.04
-0.05
0.00
(loc)
5-6
5-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 40 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud*Except*
W4: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-7-15 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=344/0-3-8(min. 0-1-8), 5=243/0-6-0(min. 0-1-8)
Max Horz7=234(LC 13)
Max Uplift7=-60(LC 16), 5=-97(LC 16)
MaxGrav7=394(LC 2), 5=274(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-322/267
BOT CHORD 6-7=-337/314, 5-6=-337/314
WEBS 3-5=-292/331
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)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 7-3-4zone;cantileverleft and right
exposed ; end verticalleft and right 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 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) 7, 5.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T41
TrussType
Jack-Closed
Qty
11
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:352019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-7cisUWo9DFySyIkx3SS8ArkHtLOqPGdPQ5U82SzIZ8k
Scale=1:37.5
W1
T1 W4
B1
W2 W3
1
2
3
4
7 6 5
8
9
3x4
3x5
2x4
1.5x4 3x4
3x5
0-2-0
0-2-0
3-3-13
3-1-13
7-6-0
4-2-2
-1-5-12
1-5-12
3-3-13
3-3-13
7-6-0
4-2-2
1-7-15-11-97.0012
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
0.32
0.25
0.14
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.03
-0.06
0.00
(loc)
5-6
5-6
5
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 37 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)7=347/0-3-8(min. 0-1-8), 5=246/0-6-0(min. 0-1-8)
Max Horz7=186(LC 16)
Max Uplift7=-17(LC 16), 5=-141(LC 16)
MaxGrav7=397(LC 2), 5=277(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-7=-325/202
WEBS 3-5=-263/308
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)-1-5-12 to 1-6-4,Interior(1) 1-6-4 to 7-4-4zone;cantileverleft exposed ;
endverticalleft 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 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) 7 except(jt=lb)
5=141.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T42
TrussType
Common
Qty
4
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:362019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-boFEhron_Y4IaSJ7cAzNj3HWFlmN8lGYflEhbuzIZ8j
Scale=1:21.1
T1 T1
B1
W1
1
2
3
4
5
6
13
14
2x4 2x4
1.5x4
4x4
2-11-0
2-11-0
5-10-0
2-11-0
-0-10-12
0-10-12
2-11-0
2-11-0
5-10-0
2-11-0
6-8-12
0-10-12
0-5-132-11-00-5-1310.0012
PlateOffsets(X,Y)-- [2:0-4-0,0-0-6], [4:0-4-0,0-0-6]
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
0.09
0.10
0.05
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
-0.00
-0.01
0.00
(loc)
6-9
6-9
4
l/defl
>999
>999
n/a
L/d
240
180
n/a
PLATES
MT20
Weight: 21 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-0 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=252/0-4-0(min. 0-1-8), 4=252/0-4-0(min. 0-1-8)
Max Horz2=-83(LC 14)
Max Uplift2=-48(LC 16), 4=-48(LC 17)
MaxGrav2=287(LC 2), 4=287(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)-0-10-12 to 2-1-4,Interior(1) 2-1-4 to 2-11-0,Exterior(2) 2-11-0 to 5-10-0
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)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)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) 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
T42GE
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:372019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-3_pcvBpPlsC9CcuJAtUcFGpg996ztCtiuPzE7KzIZ8i
Scale=1:20.7
T1 T1
B1
ST1
1
2
3
4
5
6
4x4
2x4 2x41.5x4
5-10-0
5-10-0
-0-10-12
0-10-12
2-11-0
2-11-0
5-10-0
2-11-0
6-8-12
0-10-12
0-5-132-11-00-5-1310.0012
PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [4:0-2-10,0-1-0]
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
0.14
0.07
0.03
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
0.01
0.01
0.00
(loc)
5
5
4
l/defl
n/r
n/r
n/a
L/d
120
120
n/a
PLATES
MT20
Weight: 21 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-0 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=168/5-10-0(min. 0-1-8), 4=168/5-10-0(min. 0-1-8), 6=169/5-10-0(min. 0-1-8)
Max Horz2=-83(LC 14)
Max Uplift2=-57(LC 16), 4=-67(LC 17)
MaxGrav2=194(LC 2), 4=194(LC 2), 6=186(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-C Corner(3)-0-10-12 to 2-1-4,Exterior(2) 2-1-4 to 2-11-0, Corner(3) 2-11-0 to 5-10-0
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)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, 4.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V01
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:382019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-XBN?6Xq1WAL0pmTWkb?roUMqVYKOcfZr63jofnzIZ8h
Scale=1:22.6
T1 T1
B1
1
2
34
5
6
7
2x4
3x4
2x4
7-11-7
7-11-7
4-1-7
4-1-7
7-11-7
3-10-0
0-0-43-5-30-2-1410.0012
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
0.23
0.64
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: 21 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
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=262/7-11-7(min. 0-1-8), 3=262/7-11-7(min. 0-1-8)
Max Horz1=-81(LC 14)
Max Uplift1=-35(LC 16), 3=-34(LC 17)
MaxGrav1=296(LC 2), 3=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) 0-4-13 to 3-4-13,Interior(1) 3-4-13 to 4-1-7,Exterior(2) 4-1-7 to 7-1-7zone;
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=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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:392019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-0NxNKtrfHTTtRw2iIIW4Khv1aylyL6p_LjSLBDzIZ8g
Scale=1:16.5
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
5-5-4
5-4-15
2-8-10
2-8-10
5-5-4
2-8-10
0-0-42-3-30-0-410.0012
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
0.08
0.23
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: 13 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-5-4 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=164/5-4-11(min. 0-1-8), 3=164/5-4-11(min. 0-1-8)
Max Horz1=-50(LC 14)
Max Uplift1=-22(LC 16), 3=-22(LC 17)
MaxGrav1=185(LC 2), 3=185(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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:402019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-UZVlXDsH2nbk33dur01JtvRDQM8K4Z38aNCukfzIZ8f
Scale=1:8.3
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
2-7-11
2-7-6
1-3-13
1-3-13
2-7-11
1-3-13
0-0-41-1-30-0-410.0012
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
0.01
0.03
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: 6 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-7-11 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=65/2-7-1(min. 0-1-8), 3=65/2-7-1(min. 0-1-8)
Max Horz1=-20(LC 12)
Max Uplift1=-9(LC 16), 3=-9(LC 17)
MaxGrav1=73(LC 2), 3=73(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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V04
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:412019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-yl37lZsvp5jbgDC5PjYYQ6_IDmSZp?5Hp1xSG5zIZ8e
Scale=1:37.1
T1
T2
W1
B1
ST2
ST11
2 3
4
5
8 7 6
9
10
11
3x4
3x4
2x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
14-0-1
14-0-1
6-3-15
6-3-15
14-0-1
7-8-2
0-0-41-7-06-0-123.0012
7.0012
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
0.33
0.16
0.08
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
6
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 44 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
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.All bearings 14-0-1.
(lb)-Max Horz1=230(LC 13)
Max UpliftAll uplift 100 lb orless at joint(s) 1, 6, 8 except 7=-128(LC 16)
MaxGravAllreactions 250 lb orless at joint(s) 1, 6 except 7=360(LC 29), 8=396(LC 22)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-9=-253/221
WEBS 4-7=-286/172, 2-8=-276/121
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) 1-3-0 to 4-3-0,Interior(1) 4-3-0 to 13-10-5zone;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;Min. flatroofsnowload governs.
3) Unbalancedsnowloads have been considered for this design.
4)Gablerequirescontinuous bottomchord bearing.
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) 1, 6, 8 except
(jt=lb) 7=128.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V05
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:412019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-yl37lZsvp5jbgDC5PjYYQ6_HYmR3p?qHp1xSG5zIZ8e
Scale=1:35.8
T1 W1
B1
ST1
1
2
3
5 4
6
7
8
2x4
1.5x4
1.5x41.5x4
1.5x4
9-8-6
9-8-6
0-0-45-7-147.0012
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
0.44
0.19
0.09
DEFL.
Vert(LL)
Vert(TL)
Horz(TL)
in
n/a
n/a
-0.00
(loc)
-
-
4
l/defl
n/a
n/a
n/a
L/d
999
999
n/a
PLATES
MT20
Weight: 33 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
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)1=146/9-8-6(min. 0-1-8), 4=87/9-8-6(min. 0-1-8), 5=405/9-8-6(min. 0-1-8)
Max Horz1=209(LC 13)
Max Uplift4=-34(LC 13), 5=-175(LC 16)
MaxGrav1=179(LC 30), 4=116(LC 29), 5=485(LC 29)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-6=-267/241, 6-7=-252/268, 2-7=-239/272
WEBS 2-5=-373/244
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) 0-6-8 to 3-6-8,Interior(1) 3-6-8 to 9-6-10zone;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)Gablerequirescontinuous bottomchord bearing.
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) 4 except(jt=lb)
5=175.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V06
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:422019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-QydVyvtYaOrSINnHzQ4nyKXOb9kjYTYR1hh?oYzIZ8d
Scale=1:25.5
T1 W1
B1
1
2
3
4
5
6
2x4
1.5x4
1.5x4
6-10-2
6-10-2
0-0-43-11-147.0012
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
0.67
0.42
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: 20 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF 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 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=218/6-10-2(min. 0-1-8), 3=218/6-10-2(min. 0-1-8)
Max Horz1=143(LC 13)
Max Uplift1=-30(LC 16), 3=-74(LC 16)
MaxGrav1=246(LC 2), 3=269(LC 29)
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) 0-6-8 to 3-6-8,Interior(1) 3-6-8 to 6-8-6zone;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
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)Gablerequirescontinuous bottomchord bearing.
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) 1, 3.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V07
TrussType
Valley
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:432019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-u8Bu9FuALizJwXLTX8b0VX3h8Z9qHwoaGLQZK_zIZ8c
Scale=1:14.5
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-11-13
3-11-13
0-0-42-3-147.0012
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
0.17
0.11
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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-11-13 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 accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)1=117/3-11-6(min. 0-1-8), 3=117/3-11-6(min. 0-1-8)
Max Horz1=77(LC 13)
Max Uplift1=-16(LC 16), 3=-39(LC 16)
MaxGrav1=132(LC 2), 3=144(LC 29)
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)Gablerequirescontinuous bottomchord bearing.
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) 1, 3.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V08
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:442019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-MKkGNavo605AXhwf4r6F1lcqozTZ0N2kV?A6tQzIZ8b
Scale=1:26.7
W1
T1
T2
B1
1
2
3
4
5
6
7
3x4
3x4
3x4
3x4
5-7-8
5-7-8
1-0-8
1-0-8
5-7-8
4-7-0
3-0-03-10-70-0-1010.0012
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-R
0.31
0.21
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: 18 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-7-8 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=182/5-7-8(min. 0-1-8), 3=182/5-7-8(min. 0-1-8)
Max Horz4=-130(LC 12)
Max Uplift4=-53(LC 17), 3=-18(LC 17)
MaxGrav4=215(LC 30), 3=206(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) 0-1-12 to 4-0-8,Interior(1) 4-0-8 to 5-3-7zone;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=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) 4, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V09
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:452019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-qXIeawvQtJD19rVseZdUay90lNpalqItjfvfPtzIZ8a
Scale=1:23.5
W1
T1
T2
B1
1
2
3
4
5
6
2x4
3x4
3x4
3x4
5-1-1
5-1-1
1-0-8
1-0-8
5-1-1
4-0-8
2-6-03-4-70-0-410.0012
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-R
0.23
0.16
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: 16 lb FT= 20%
GRIP
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-1 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=161/5-1-1(min. 0-1-8), 3=161/5-1-1(min. 0-1-8)
Max Horz4=-111(LC 12)
Max Uplift4=-44(LC 17), 3=-17(LC 17)
MaxGrav4=187(LC 30), 3=182(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) 0-1-12 to 4-0-8,Interior(1) 4-0-8 to 4-8-3zone;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
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)Bearing at joint(s) 4 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) 4, 3.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V10
TrussType
GABLE
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:462019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Ijs0oGw2edLun_42CG8j7AhDenA0UHY0yJfDxJzIZ8Z
Scale=1:14.7
W1
T1
T2
B1
1
2
3
4
1.5x4
2x4
3x4
2x4
3-10-10
3-10-10
1-0-8
1-0-8
3-10-10
2-10-2
1-6-02-4-70-0-410.0012
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-R
0.09
0.08
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
185/144
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-10 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=118/3-10-10(min. 0-1-8), 3=118/3-10-10(min. 0-1-8)
Max Horz4=-71(LC 12)
Max Uplift4=-26(LC 17), 3=-14(LC 17)
MaxGrav4=133(LC 2), 3=133(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) 4, 3.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V11
TrussType
Valley
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:462019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-Ijs0oGw2edLun_42CG8j7AhEsnBaUHY0yJfDxJzIZ8Z
Scale=1:8.8
T1 T2
B1
1
2
3
2x4
3x4
2x4
2-5-13
2-5-13
1-0-8
1-0-8
2-5-13
1-5-5
0-4-01-2-70-0-410.0012
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
0.02
0.04
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: 6 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-5-13 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=74/2-5-13(min. 0-1-8), 3=74/2-5-13(min. 0-1-8)
Max Horz1=-23(LC 12)
Max Uplift1=-10(LC 16), 3=-10(LC 17)
MaxGrav1=83(LC 2), 3=83(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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V12
TrussType
Valley
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:472019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-nvQO?cxgPxTlO8fEm_fyfNEORAUVDkoABzOmTlzIZ8Y
Scale=1:16.9
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
5-7-9
5-7-4
2-9-12
2-9-12
5-7-9
2-9-12
0-0-42-4-20-0-410.0012
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
0.09
0.25
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: 14 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-7-9 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=171/5-6-15(min. 0-1-8), 3=171/5-6-15(min. 0-1-8)
Max Horz1=52(LC 13)
Max Uplift1=-23(LC 16), 3=-23(LC 17)
MaxGrav1=193(LC 2), 3=193(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 # 66025-W1
Dansco Engineering, LLC
Date: 5/8/19
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the responsibility of
the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and
TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional information.
Job
1903720-12T
Truss
V13
TrussType
Valley
Qty
1
Ply
1
1903720-12TDWHWoodsideW.ClayLot25
Job Reference (optional)
Run:8.200 s Apr72018 Print:8.200 s Apr72018MiTekIndustries,Inc.WedMay813:41:482019 Page1
ID:94DzlFODDH3qPJ9mBY4ZpsyblCk-F6_nDyyJ9Ebb0IERJhABCbmaMat4yB1JQd8K0BzIZ8X
Scale=1:8.7
T1 T1
B1
1
2
3
2x4
3x4
2x4
0-0-5
0-0-5
2-9-15
2-9-10
1-5-0
1-5-0
2-9-15
1-5-0
0-0-41-2-20-0-410.0012
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
0.02
0.04
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: 6 lb FT= 20%
GRIP
185/148
LUMBER-
TOP CHORD2x4 HF/SPF No.2
BOT CHORD2x4 HF/SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-9-15 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=72/2-9-6(min. 0-1-8), 3=72/2-9-6(min. 0-1-8)
Max Horz1=22(LC 13)
Max Uplift1=-9(LC 16), 3=-9(LC 17)
MaxGrav1=81(LC 2), 3=81(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