HomeMy WebLinkAbout42200052 - JGC 186 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) listed below have been prepared by Stark Truss, Inc. under my
direct supervision based on the parameters provided by the truss designers.
Job: 1801868-12T
96 truss design(s)
57156-W1
3/8/18
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2007 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown
is for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate Institute, 583 D’Onofrio Drive, Madison, WI 53719
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J01
TrussType
Jack-Open
Qty
14
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:412018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-rAFf5wMd2iU8OQmQxjGhlOHOjcFGSddb0B6BIAzdDs4
Scale=1:25.6
W1
T1
B1
1
2
5
6
3
4
3x4
3x4
3-2-03-2-0
-0-9-40-9-4 3-2-03-2-0
1-3-84-5-83-11-14-5-812.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.33
0.210.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.01
-0.02-0.04
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 11 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-0 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=159/0-6-0(min. 0-1-8), 3=66/Mechanical, 4=32/Mechanical
Max Horz5=137(LC 16)
Max Uplift3=-111(LC 16), 4=-20(LC 16)MaxGrav5=182(LC 2), 3=101(LC 30), 4=57(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)-0-9-4 to 2-2-12,Interior(1) 2-2-12 to 3-1-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
3=111.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J02
TrussType
Jack-Open
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:422018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-JMp1JGNFp0c?0aLcUQowIcpc??dKB4tkErrlqczdDs3
Scale=1:17.6
W1
T1
B1
1
2
5
3
4
2x4
3x4
1-7-11-7-1
-0-9-40-9-4 1-7-11-7-1
1-3-82-10-92-4-22-10-912.0012
PlateOffsets(X,Y)-- [5:0-2-0,0-1-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.170.10
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.00-0.00
-0.01
(loc)
55
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 7 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-7-1 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=112/0-6-0(min. 0-1-8), 3=24/Mechanical, 4=12/Mechanical
Max Horz5=75(LC 16)Max Uplift3=-63(LC 16), 4=-24(LC 16)
MaxGrav5=130(LC 2), 3=46(LC 30), 4=32(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 rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J03
TrussType
DiagonalHipGirder
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:432018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-nYNPWbNtaJkrejwp28J9rpMjHPxxwX7tTVbIN2zdDs2
Scale=1:26.1
W1
T1
B1
1
2
5
6
7
8
3
9 10
4
3x4
3x4
5-1-55-1-5
-1-3-71-3-7 5-1-55-1-5
1-3-84-4-53-11-54-4-57.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.39
0.200.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.08
-0.07-0.09
(loc)4-5
4-53
l/defl>777
>863n/a
L/d240
180n/a
PLATESMT20
Weight: 15 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-1-5 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=160/0-9-0(min. 0-1-8), 3=96/Mechanical, 4=42/Mechanical
Max Horz5=128(LC 16)
Max Uplift5=-104(LC 16), 3=-95(LC 12), 4=-11(LC 16)MaxGrav5=183(LC 2), 3=126(LC 44), 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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb)5=104.
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) 95 lb down and 66 lb up at
1-10-9, and 83 lb down and 87 lb up at 2-8-11 on top chord, and 16 lb down and 22 lb up at 1-10-9, and 19 lb down and 32 lb up at
2-8-11 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 9=1(B) 10=0(F)Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-65(F=-7,B=-7), 5=0(F=10,B=10)-to-4=-26(F=-3,B=-3)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J04
TrussType
Jack-Open
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:442018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-FlxnkxOVKdsiFtV?crqON1vyhpICf_N1i9KsvVzdDs1
Scale=1:15.0
W1
T1
B1
1
2
5
3
4
2x4
2x4
1-5-121-5-12
-1-0-121-0-12 1-5-121-5-12
1-3-42-4-91-11-12-4-99.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.16
0.070.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.00
-0.00-0.01
(loc)5
53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 7 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-5-12 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=136/0-6-0(min. 0-1-8), 3=11/Mechanical, 4=7/Mechanical
Max Horz5=61(LC 13)
Max Uplift3=-39(LC 16), 4=-15(LC 16)MaxGrav5=170(LC 22), 3=27(LC 30), 4=26(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J05
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:452018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-jxV9xHP75x_Zt14BAZLdwER3eDcTORdAwp4PRxzdDs0
Scale=1:27.9
W1
T1
B1
1
2
5
3
4
3x4
3x4
1-9-51-9-5
-1-3-71-3-7 1-9-51-9-5
3-9-84-10-57.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.40
0.200.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.00
0.00-0.13
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 10 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-9-5 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=120/0-9-0(min. 0-1-8), 3=-24/Mechanical, 4=4/Mechanical
Max Horz5=-99(LC 10)
Max Uplift5=-93(LC 8), 3=-236(LC 11), 4=-271(LC 11)MaxGrav5=182(LC 27), 3=207(LC 39), 4=280(LC 39)
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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5 except(jt=lb)3=236, 4=271.
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) 145 lb down and 163 lb up at
1-9-3 on top chord, and 202 lb down and 198 lb up at 1-9-3 on bottomchord.The design/selection of suchconnection device(s)is
theresponsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 3=16(F) 4=0(F)Trapezoidal Loads(plf)
Vert: 2=-3(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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J06
TrussType
Jack-Open
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:452018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-jxV9xHP75x_Zt14BAZLdwERyEDahORdAwp4PRxzdDs0
Scale=1:27.3
W1
T1
B1
1
2
5
3
4
5x12MT18H
3x8
0-11-30-11-3
-0-9-40-9-4 0-11-30-11-3
3-9-84-8-114-2-44-8-1112.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.87
0.370.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.00
-0.00-0.14
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 8 lb FT= 14%
GRIP197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 0-11-3 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=102/0-6-0(min. 0-1-8), 3=-5/Mechanical, 4=5/Mechanical
Max Horz5=-121(LC 14)
Max Uplift5=-264(LC 14), 3=-138(LC 13), 4=-194(LC 13)MaxGrav5=328(LC 13), 3=124(LC 14), 4=208(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=1.602)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=1.13) 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
5=264, 3=138, 4=194.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J07
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:462018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-B73X9dQlsE6QVBeOjGssSS_Gddzf7utK9SpyzNzdDs?
Scale=1:22.9
W1
T1
B1
1
2
5
3
4
3x4
3x4
1-10-31-10-3
-1-3-71-3-7 1-10-31-10-3
2-9-83-10-133-5-133-10-137.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.26
0.130.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.00
0.00-0.06
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 9 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-10-3 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=119/0-9-0(min. 0-1-8), 3=-5/Mechanical, 4=3/Mechanical
Max Horz5=76(LC 11)
Max Uplift5=-43(LC 8), 3=-76(LC 16), 4=-45(LC 11)MaxGrav5=175(LC 18), 3=74(LC 8), 4=49(LC 8)
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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=-3(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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J08
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:472018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-gJdwMzQNdYEH6LDaH_N5?fXSS0JwsK6TO6ZWWpzdDs_
Scale=1:23.0
W1
T1
B1
1
2
5
3
43x4
3x4
1-11-01-11-0
-1-0-81-0-8 1-11-01-11-0
2-9-43-11-10-5-03-6-13-11-17.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.25
0.130.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.00
0.00-0.06
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 9 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-11-0 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=97/0-6-15(min. 0-1-8), 3=5/Mechanical, 4=5/Mechanical
Max Horz5=75(LC 11)
Max Uplift5=-42(LC 8), 3=-78(LC 16), 4=-42(LC 11)MaxGrav5=138(LC 18), 3=75(LC 8), 4=50(LC 8)
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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=-3(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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J09
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:482018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8WBIZJR0OsN8kVomrhuKYt3ZCQYhbm1cdmI31GzdDrz
Scale=1:38.7
W1
T1
W3
B1
W2
1
2
3
5 46
2x4
1.5x4
4x4
3x4
3-2-83-2-8
-0-9-40-9-4 3-2-83-2-8
3-9-87-0-012.0012
PlateOffsets(X,Y)-- [2:0-1-4,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.510.61
0.09
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.01-0.03
-0.00
(loc)
4-54-5
4
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 28 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=688/0-6-0(min. 0-1-8), 4=429/Mechanical
Max Horz5=266(LC 11)Max Uplift5=-222(LC 8), 4=-337(LC 9)
MaxGrav5=708(LC 41), 4=495(LC 40)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-5=-320/168WEBS2-4=-206/273
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
5=222, 4=337.
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) 864 lb down and 124 lb up at
1-3-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)
Vert: 1-2=-51, 2-3=-51, 4-5=-20Concentrated Loads(lb)
Vert: 6=-864(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J10
TrussType
Jack-Open
Qty
5
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:492018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-cikgnfSe99V?MeNyPOQZ44ccQqvOKEcmrQ2dZizdDry
Scale=1:33.5
W1
T1
B1
1
2
5
6
3
45x12MT18H
4x6
3-2-83-2-8
-0-9-40-9-4 3-2-83-2-8
2-9-86-0-05-5-96-0-012.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.990.52
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.03-0.03
-0.22
(loc)
4-54-5
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 13 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=160/0-6-0(min. 0-1-8), 3=67/Mechanical, 4=32/Mechanical
Max Horz5=141(LC 13)Max Uplift3=-146(LC 16), 4=-49(LC 16)
MaxGrav5=183(LC 2), 3=120(LC 30), 4=76(LC 14)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-0-9-4 to 2-2-12,Interior(1) 2-2-12 to 3-1-12zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
3=146.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J11
TrussType
Jack-Open
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:502018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-4uI2_?TGwTds_oy9y6xodI8sOEIy3hsv44nA58zdDrx
Scale=1:25.6
W1
T1
B1
1
2
5
3
4
4x6
3x6
1-7-91-7-9
-0-9-40-9-4 1-7-91-7-9
2-9-84-5-13-10-104-5-112.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.66
0.300.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.01
-0.00-0.09
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 9 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-7-9 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)5=113/0-6-0(min. 0-1-8), 3=24/Mechanical, 4=13/Mechanical
Max Horz5=106(LC 13)
Max Uplift5=-50(LC 14), 3=-100(LC 16), 4=-69(LC 13)MaxGrav5=152(LC 31), 3=74(LC 14), 4=83(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4 except(jt=lb)3=100.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J12
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:512018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Y5sQCLUuhnljbyXLWpS19Vh?IefYo863JkXjebzdDrw
Scale=1:34.6
W1
T1
B1
1
2
5
6
7
8
3
9 10
4
5x12MT18H
3x4
5-2-35-2-3
-1-3-71-3-7 5-2-35-2-3
2-9-85-10-135-5-135-10-137.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.77
0.220.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.05
-0.04-0.24
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 21 lb FT= 14%
GRIP197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-2-3 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=162/0-9-0(min. 0-1-8), 3=97/Mechanical, 4=45/Mechanical
Max Horz5=113(LC 11)
Max Uplift5=-157(LC 10), 3=-124(LC 12), 4=-75(LC 16)MaxGrav5=252(LC 31), 3=149(LC 44), 4=126(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;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.602)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=1.13) 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)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
5=157, 3=124.9)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) 122 lb down and 96 lb up at
1-11-7, and 115 lb down and 125 lb up at 2-9-9 on top chord, and 65 lb down and 69 lb up at 1-11-7, and 69 lb down and 77 lb upat 2-9-9 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=1.15Uniform Loads(plf)
Vert: 1-2=-51
Concentrated Loads(lb)Vert: 9=0(F) 10=0(B)
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J12
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:512018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Y5sQCLUuhnljbyXLWpS19Vh?IefYo863JkXjebzdDrw
LOADCASE(S)Standard
Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-66(F=-7,B=-7), 5=0(F=10,B=10)-to-4=-26(F=-3,B=-3)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J13
TrussType
Jack-Open
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:522018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-0HQpPgUWS4taD66X4XzGijEDW1?DXbMCYOGHA1zdDrv
Scale=1:23.0
W1
T1
B1
1
2
5
3
4
4x4
3x5
1-6-71-6-7
-1-0-121-0-12 1-6-71-6-7
2-9-43-11-13-5-93-11-19.0012
PlateOffsets(X,Y)-- [5:0-2-0,0-0-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.550.25
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.00-0.00
-0.07
(loc)
4-54-5
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 8 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-6-7 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=137/0-6-0(min. 0-1-8), 3=11/Mechanical, 4=10/Mechanical
Max Horz5=-96(LC 14)Max Uplift5=-25(LC 14), 3=-69(LC 16), 4=-62(LC 13)
MaxGrav5=169(LC 22), 3=59(LC 14), 4=77(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 rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J14
TrussType
Jack-Open
Qty
4
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:532018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-UT_Bd0V8DO?RrGhkeEUVFwmTqRNcG2cMm20qiTzdDru
Scale=1:19.1
W1
T1
B1
1
2
5
3
4
3x4
3x4
1-10-81-10-8
-0-9-40-9-4 1-10-81-10-8
1-3-83-2-02-7-93-2-012.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.19
0.110.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.00
-0.00-0.01
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 8 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-10-8 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=120/0-6-0(min. 0-1-8), 3=33/Mechanical, 4=16/Mechanical
Max Horz5=87(LC 16)
Max Uplift3=-72(LC 16), 4=-23(LC 16)MaxGrav5=138(LC 2), 3=57(LC 30), 4=34(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J15
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:532018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-UT_Bd0V8DO?RrGhkeEUVFwmTmRNcG2cMm20qiTzdDru
Scale=1:18.4
W1
T1
B1
1
2
5
6
3
4
2x4
1.5x4
2-11-82-11-8
-1-3-71-3-7 2-11-82-11-8
1-3-83-0-137.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.20
0.110.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.01
-0.01-0.02
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 10 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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=117/0-9-0(min. 0-1-8), 3=21/Mechanical, 4=9/Mechanical
Max Horz5=90(LC 16)
Max Uplift5=-33(LC 16), 3=-81(LC 16), 4=-12(LC 16)MaxGrav5=161(LC 18), 3=71(LC 8), 4=37(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=-2(F=24,B=24)-to-3=-38(F=7,B=7), 5=0(F=10,B=10)-to-4=-15(F=3,B=3)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J16
TrussType
Jack-Closed
Qty
3
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:542018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ygYZqMWm_i7ISQGwBy?kn8Jdorh6?VrV?ilOEwzdDrt
Scale=1:24.4
T1
W1
B2B1
1
2
3
5 4
9
10
1.5x4
4x4
3x4
2x4
4-10-04-10-0
-1-0-121-0-12 4-10-04-10-0
0-5-84-1-03-7-80-5-84-1-09.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MP
0.31
0.230.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.03
-0.070.01
(loc)4-8
4-82
l/defl>999
>821n/a
L/d240
180n/a
PLATESMT20
Weight: 18 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-0 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)2=226/0-6-0(min. 0-1-8), 4=400/0-1-8(min. 0-1-8)
Max Horz2=155(LC 15)
Max Uplift2=-39(LC 16), 4=-122(LC 16)MaxGrav2=258(LC 2), 4=501(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 3-4=-470/219
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)-1-0-12 to 1-11-4,Interior(1) 1-11-4 to 4-8-4zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
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)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2 except(jt=lb)
4=122.9)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) 292 lb down and 71 lb up at 4-8-4 on top chord.The design/selection of suchconnection device(s)is the responsibility of others.11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-3=-51, 4-6=-20
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J16
TrussType
Jack-Closed
Qty
3
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:542018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ygYZqMWm_i7ISQGwBy?kn8Jdorh6?VrV?ilOEwzdDrt
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 3=-240(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J17
TrussType
Jack-OpenGirder
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:552018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Rs6x1iXPl?F84Zq6lfXzKLsq0F3wky5eEMVxnMzdDrs
Scale=1:18.0
T1
B1
HW1
1
2
8
3
4
3x4
3x6
4-0-04-0-0
-1-3-71-3-7 4-0-04-0-0
0-5-122-10-92-5-92-10-97.2012
PlateOffsets(X,Y)-- [2:0-0-0,0-0-9], [2:0-0-3,0-5-7]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.150.12
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.02-0.02
-0.00
(loc)
4-74-7
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 12 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEDGELeft: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)3=55/Mechanical, 2=122/1-8-0(min. 0-1-8), 4=27/Mechanical
Max Horz2=142(LC 16)
Max Uplift3=-61(LC 16), 2=-72(LC 16), 4=-24(LC 11)MaxGrav3=65(LC 2), 2=148(LC 18), 4=57(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
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=1.15Uniform Loads(plf)
Vert: 1-2=-51Trapezoidal Loads(plf)Vert: 2=0(F=25,B=25)-to-3=-51, 5=0(F=10,B=10)-to-4=-20
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J18
TrussType
Jack-Open
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:562018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-v2fJF2X1WJN?ijPJJM2CsZO0hfPOTPLoS0EUJozdDrr
Scale=1:14.1
T1
B1
1
2
3
4
2x4
2-1-02-1-0
-1-0-121-0-12 2-1-02-1-0
0-5-82-0-49.0012
PlateOffsets(X,Y)-- [2:0-4-0,0-0-7]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.090.05
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.00-0.00
0.00
(loc)
74-7
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 7 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-1-0 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)3=39/Mechanical, 2=140/0-3-8(min. 0-1-8), 4=19/Mechanical
Max Horz2=90(LC 16)
Max Uplift3=-38(LC 16), 2=-24(LC 16), 4=-10(LC 13)MaxGrav3=49(LC 30), 2=161(LC 2), 4=35(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J19
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:572018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-NFDiSOYfHdVsJt_Vt4ZRPmxAW2kDCsbxhg_2rEzdDrq
Scale=1:13.3
T1
B1
1
2
3
5
4
3x4
1-7-01-7-0 2-5-40-10-4
-1-3-71-3-7 2-5-42-5-4
0-5-121-11-57.2012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MP
0.15
0.070.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.00
0.00-0.00
(loc)8
83
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 8 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-5-4 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearingsMechanical except(jt=length) 2=0-9-0, 5=0-6-11.(lb)-Max Horz2=105(LC 16)
Max UpliftAll uplift 100 lb orless at joint(s) 3, 2, 4, 5
MaxGravAllreactions 250 lb orless at joint(s) 3, 2, 4, 5
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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4, 5.8)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=0(F=25,B=25)-to-3=-36(F=7,B=7), 6=0(F=10,B=10)-to-4=-14(F=3,B=3)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J20
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:582018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-rRn4gkZH1wdjx1ZhQn4gx_UMSS4LxJN5wKjbNhzdDrp
Scale=1:14.1
0-1-14T1
T2
B1
W1
1
2
3
6
4
7
5
4x4
2x4
1.5x4
0-8-00-8-0 1-6-80-10-8 3-2-01-7-8
-0-9-40-9-4 1-6-81-6-8 3-2-01-7-8
0-5-121-10-62-0-41-10-61-6-1412.0012
PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [3:0-2-0,0-1-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.070.08
0.03
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.00-0.00
0.00
(loc)
65-6
4
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 11 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-0 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 bearingsMechanical except(jt=length) 2=0-6-0, 7=0-4-0.
(lb)-Max Horz2=86(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 4, 2, 5 except 7=-169(LC 12)MaxGravAllreactions 250 lb orless at joint(s) 4, 2, 5 except 7=268(LC 67)
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;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)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) 4, 2, 5 except
(jt=lb) 7=169.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 149 lb down and 102 lb up at 1-6-8 on top chord, and 22 lb down and 32 lb up at 1-6-8 on bottomchord.The design/selection of suchconnection device(s)istheresponsibility of others.
12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-3=-51, 3-4=-61, 5-8=-20
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J20
TrussType
Jack-OpenGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:582018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-rRn4gkZH1wdjx1ZhQn4gx_UMSS4LxJN5wKjbNhzdDrp
LOADCASE(S)Standard
Concentrated Loads(lb)
Vert: 6=-4(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J21
TrussType
Jack-Open
Qty
17
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:44:592018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-JdLSt4avoElaZB8t_VbvUB0XOsQ8gm5E9_T8w7zdDro
Scale=1:21.8
T1
B1
1
2
8
3
4
2x4
3-0-83-0-8
-0-9-40-9-4 3-0-83-0-8
0-5-123-6-40-6-72-11-133-6-412.0012
PlateOffsets(X,Y)-- [2:0-2-10,0-1-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.130.11
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.01-0.01
0.00
(loc)
4-74-7
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 10 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-8 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)3=64/Mechanical, 2=150/0-6-0(min. 0-1-8), 4=36/Mechanical
Max Horz2=148(LC 16)
Max Uplift3=-84(LC 16), 4=-3(LC 16)MaxGrav3=90(LC 30), 2=171(LC 2), 4=56(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)-0-9-4 to 2-2-12,Interior(1) 2-2-12 to 2-11-12zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J22
TrussType
Jack-Closed
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:002018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-nqvq5PaXZYtRALj4YC681PZi8Gm0PDKNNeCiSZzdDrn
Scale:3/4"=1'0-1-14T1
T2
W1
B1
1
2
3 4
5
3x4 1.5x4
2x4
2x4
3-0-83-0-8
-0-9-40-9-4 1-10-101-10-10 3-0-81-1-14
0-5-122-2-82-4-61-11-00-3-82-2-812.0012
PlateOffsets(X,Y)-- [2:0-2-10,0-1-0], [3:0-2-1,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.130.07
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.00-0.00
0.00
(loc)
5-85-8
2
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 11 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-8 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)2=149/0-6-0(min. 0-1-8), 5=106/0-1-8(min. 0-1-8)
Max Horz2=88(LC 15)Max Uplift2=-30(LC 16), 5=-37(LC 13)
MaxGrav2=254(LC 36), 5=130(LC 35)
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=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)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 plate at joint(s) 5.10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 5.
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J23
TrussType
Jack-Closed
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:002018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-nqvq5PaXZYtRALj4YC681PZhKGmjPDKNNeCiSZzdDrn
Scale:3/4"=1'
W1
T1 W2
B1
1
2
3
5
4
6
7
2x4
2x4
1.5x4
1.5x4
3-0-83-0-8
-1-2-121-2-12 3-0-83-0-8
1-1-02-7-42-3-120-3-82-7-46.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.18
0.080.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.00
-0.01-0.00
(loc)4-5
4-54
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 12 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-0-8 oc purlins,except end verticals.
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.(lb/size)5=185/0-6-0(min. 0-1-8), 4=80/0-1-8(min. 0-1-8)
Max Horz5=103(LC 13)
Max Uplift5=-47(LC 16), 4=-38(LC 13)MaxGrav5=213(LC 2), 4=89(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 2-10-12zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6)Bearing at joint(s) 4 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.
7)Providemechanicalconnection(by others) of truss to bearing plate at joint(s) 4.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J24
TrussType
Jack-Open
Qty
12
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:012018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-F0TCIlbAKr?IoUIG6wdNZc6tvg6U8gaXcIyF_0zdDrm
Scale=1:14.0
T1
B1
1
2
8
9
10
3
4
2x4
3-6-83-6-8
-1-2-121-2-12 3-6-83-6-8
0-5-02-2-41-9-92-2-46.0012
PlateOffsets(X,Y)-- [2:0-1-9,0-1-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.120.11
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.02-0.02
-0.00
(loc)
4-74-7
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 10 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-6-8 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)3=73/Mechanical, 2=197/0-4-0(min. 0-1-8), 4=39/Mechanical
Max Horz2=92(LC 16)
Max Uplift3=-51(LC 16), 2=-44(LC 16), 4=-16(LC 13)MaxGrav3=86(LC 2), 2=226(LC 2), 4=63(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 3-5-12zone;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J25
TrussType
Jack-Open
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:022018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-kC1bW5co5979QetSfd9c6qe2m3Tyt7qgryhpXSzdDrl
Scale=1:8.7
T1
B1
1
2
3
4
2x4
1-5-71-5-7
-1-2-121-2-12 1-5-71-5-7
0-5-01-1-120-9-11-1-126.0012
PlateOffsets(X,Y)-- [2:0-1-9,0-1-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.120.04
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
-0.00
(loc)
77
2
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 5 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-5-7 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)3=19/Mechanical, 2=140/0-4-0(min. 0-1-8), 4=6/Mechanical
Max Horz2=51(LC 16)
Max Uplift3=-14(LC 16), 2=-46(LC 16), 4=-8(LC 22)MaxGrav3=22(LC 2), 2=172(LC 22), 4=21(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 2, 4.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J26
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:032018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-CObzjRdQsTF01oSfDLgre1BA5TmAca4q3cRM3uzdDrk
Scale=1:13.5
T1
B1
1
2
8
9
3
10 4
3x4
4-10-104-10-10
-1-8-141-8-14 4-10-104-10-10
0-5-02-1-120-4-41-9-82-1-124.2412
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MP
0.27
0.160.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.05
-0.04-0.00
(loc)4-7
4-73
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 14 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-10-10 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)3=84/Mechanical, 2=173/0-5-5(min. 0-1-8), 4=38/MechanicalMax Horz2=93(LC 10)
Max Uplift3=-56(LC 8), 2=-159(LC 10), 4=-21(LC 10)
MaxGrav3=98(LC 2), 2=207(LC 18), 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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb)2=159.8)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) 13 lb down and 13 lb up at 2-1-12, and 13 lb down and 13 lb up at 2-1-12 on top chord, and 32 lb down and 12 lb up at 2-1-12, and 32 lb down and 12 lb up at
2-1-12 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)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-2=-51Concentrated Loads(lb)
Vert: 10=2(F=1,B=1)
Trapezoidal Loads(plf)Vert: 2=0(F=25,B=25)-to-3=-62(F=-6,B=-6), 5=0(F=10,B=10)-to-4=-24(F=-2,B=-2)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J27
TrussType
Jack-ClosedGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:042018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-gb8Lwne2dmOtfy0rn2B4BFkMpt23L1KzIGAvbKzdDrj
Scale=1:16.4
W1
T1 W2
B1
1
2
3
5
4
6
7
2x4
1.5x4
1.5x4
2x4
3-2-83-2-8
-1-2-121-2-12 3-2-83-2-8
1-1-02-8-46.0012
PlateOffsets(X,Y)-- [2:0-2-0,0-0-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.210.44
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.01-0.02
-0.00
(loc)
4-54-5
4
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 14 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=561/0-6-0(min. 0-1-8), 4=320/Mechanical
Max Horz5=103(LC 9)Max Uplift5=-115(LC 12), 4=-78(LC 9)
MaxGrav5=639(LC 2), 4=362(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone;cantileverleft and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 4 except(jt=lb)
5=115.8)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) 685 lb down and 117 lb up at
1-3-4 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51, 2-3=-51, 4-5=-20
Concentrated Loads(lb)
Vert: 7=-604(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J28
TrussType
Jack-Open
Qty
3
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:052018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8nij87egO4WkH6b1LliJkSGXZHTP4Ta7XwwT7nzdDri
Scale=1:16.4
W1
T1
B1
1
2
5
6
7
3
4
2x4
2x4
3-2-83-2-8
-1-2-121-2-12 3-2-83-2-8
1-1-02-8-42-3-92-8-46.0012
PlateOffsets(X,Y)-- [5:0-2-0,0-1-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.210.12
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.01-0.01
-0.01
(loc)
4-54-5
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 10 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=192/0-6-0(min. 0-1-8), 3=62/Mechanical, 4=29/Mechanical
Max Horz5=73(LC 16)Max Uplift5=-29(LC 16), 3=-56(LC 16)
MaxGrav5=221(LC 2), 3=72(LC 2), 4=56(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
NOTES-
1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 3-1-12zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.
7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J29
TrussType
Jack-Open
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:052018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8nij87egO4WkH6b1LliJkSGYWHUj4Ta7XwwT7nzdDri
Scale=1:11.2
W1
T1
B1
1
2
5
3
4
1.5x4
1.5x4
1-1-71-1-7
-1-2-121-2-12 1-1-71-1-7
1-1-01-7-121-3-11-7-126.0012
PlateOffsets(X,Y)-- [2:0-2-0,0-0-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MR
0.150.03
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
-0.00
(loc)
55
3
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 5 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-1-7 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)5=154/0-6-0(min. 0-1-8), 3=-15/Mechanical, 4=-1/Mechanical
Max Horz5=43(LC 13)Max Uplift5=-33(LC 16), 3=-53(LC 22), 4=-9(LC 13)
MaxGrav5=212(LC 22), 3=7(LC 12), 4=14(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 rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) Unbalancedsnowloads have been considered for this design.
4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 5, 3, 4.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
J30
TrussType
DiagonalHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:062018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-czG5LTfI9OebuGAEuTDYGgpgdhoxpwqGmaf0gDzdDrh
Scale:3/4"=1'
W1
T1
B1
1
2
5
6
7
3
8 4
3x4
3x4
4-4-154-4-15
-1-8-141-8-14 4-4-154-4-15
1-1-02-7-124.2412
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MR
0.38
0.160.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.02
-0.02-0.03
(loc)4-5
4-53
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 13 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-4-15 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)5=130/0-8-2(min. 0-1-8), 3=43/Mechanical, 4=20/Mechanical
Max Horz5=68(LC 11)
Max Uplift5=-158(LC 10), 3=-79(LC 16), 4=-4(LC 28)MaxGrav5=177(LC 18), 3=55(LC 2), 4=61(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=1.602)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=1.13) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.5)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
6) Refer to girder(s) for truss to trussconnections.7)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 3, 4 except(jt=lb)5=158.
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) 58 lb down and 103 lb up at
1-8-1, and 58 lb down and 103 lb up at 1-8-1 on top chord, and 6 lb down and 13 lb up at 1-8-1, and 6 lb down and 13 lb up at
1-8-1 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51
Concentrated Loads(lb)
Vert: 6=68(F=34,B=34) 8=3(F=1,B=1)Trapezoidal Loads(plf)
Vert: 2=-2(F=24,B=24)-to-3=-56(F=-3,B=-3), 5=0(F=10,B=10)-to-4=-22(F=-1,B=-1)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB01
TrussType
Piggyback
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:082018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-YMOsm9hZh?uI8ZKc0uF0L5u2SUUdHqJZDu87k6zdDrf
Scale=1:12.5
0-2-20-2-2T1
T2
T1
B11
2
3
4
5 6
3x4 3x4
3x4 3x4
6-2-06-2-0
1-6-01-6-0 4-8-03-2-0 6-2-01-6-0
0-4-100-11-61-1-80-1-100-4-100-1-109.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [4:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-R
0.170.15
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
0.00
(loc)
56
5
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 13 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)2=207/4-9-5(min. 0-1-8), 5=207/4-9-5(min. 0-1-8)
Max Horz2=22(LC 15)
Max Uplift2=-26(LC 13), 5=-26(LC 12)MaxGrav2=236(LC 38), 5=236(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-378/160, 3-4=-340/137, 4-5=-378/160
BOT CHORD 2-5=-100/340
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 rightexposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)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, 5.10)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 buildingdesigner.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB02
TrussType
Piggyback
Qty
4
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:092018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-0YyE_UhBSJ09ljvpabnFuIREauoM0HZiSXugGYzdDre
Scale=1:15.8
T1 T1
B11
2
3
4 5
3x4
2x4 2x4
6-2-06-2-0
3-1-03-1-0 6-2-03-1-0
0-4-102-3-120-1-100-4-100-1-109.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-P
0.080.24
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
0.00
(loc)
55
4
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 14 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)2=191/4-9-5(min. 0-1-8), 4=191/4-9-5(min. 0-1-8)
Max Horz2=55(LC 15)
Max Uplift2=-34(LC 16), 4=-34(LC 17)MaxGrav2=217(LC 2), 4=217(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 rightexposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 4.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB03
TrussType
Piggyback
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:092018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-0YyE_UhBSJ09ljvpabnFuIR8Lulp0HZiSXugGYzdDre
Scale=1:19.0
0-2-20-2-2T1
T2
T1
B11
2
3
4
5 6
7 8
3x10MT18H 3x10MT18H
3x8 3x8
9-6-09-6-0
2-2-02-2-0 7-4-05-2-0 9-6-02-2-0
0-4-101-5-61-7-80-1-100-4-100-1-109.0012
PlateOffsets(X,Y)-- [2:0-8-0,0-1-2], [3:0-7-0,0-0-14], [4:0-7-0,0-0-14], [5:0-8-0,0-1-2]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-R
0.480.41
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.01
0.01
(loc)
56
5
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20MT18H
Weight: 21 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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)2=335/8-1-5(min. 0-1-8), 5=335/8-1-5(min. 0-1-8)
Max Horz2=35(LC 15)
Max Uplift2=-39(LC 13), 5=-39(LC 12)MaxGrav2=384(LC 38), 5=384(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-623/216, 3-7=-559/186, 7-8=-559/186, 4-8=-559/186, 4-5=-623/217
BOT CHORD 2-5=-130/559
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) 0-3-1 to 6-4-15,Interior(1) 6-4-15 to 7-4-0,Exterior(2) 7-4-0 to 9-2-15zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)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 areMT20 plates 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, 5.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB04
TrussType
GABLE
Qty
3
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:102018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-VlWcBqipDc80NtU?7JIURW_OkIArlj7sgBdEp_zdDrd
Scale=1:33.7
W1
T1
T2
B1
ST2
ST1 ST1
1
2
3
4
5 6
10 9 8 7
11
12
13
14
15
1.5x4
1.5x4
4x4
3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
12-3-512-3-5
5-2-05-2-0 12-3-57-1-5
1-3-145-4-00-1-100-4-100-1-109.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.18
0.100.11
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.00
-0.000.00
(loc)5
55
l/defln/r
n/rn/a
L/d120
120n/a
PLATESMT20
Weight: 41 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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 11-7-0.
(lb)-Max Horz10=-147(LC 12)
Max UpliftAll uplift 100 lb orless at joint(s) 10, 5 except 9=-188(LC 16), 7=-176(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 10, 5 except 8=307(LC 31), 9=367(LC 30), 7=353(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-9=-319/229, 4-7=-303/218
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) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 5-2-0,Exterior(2) 5-2-0 to 8-2-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)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=1.15) 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 4-0-0 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, 5 except
(jt=lb) 9=188, 7=176.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
12)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB05
TrussType
GABLE
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:112018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zx3_OAjR_wGt?13Bh0pjzjWWviVUUAk?vrNnLQzdDrc
Scale=1:23.7
0-2-20-2-2W1
T1
T2
T3
B1
ST1ST11
2 3 4 5
6 7
10 9 8
11
12
1.5x4
3x4
3x4 3x4
3x41.5x4
1.5x4
1.5x4
1.5x4
12-3-512-3-5
2-9-02-9-0 7-7-04-10-0 12-3-54-8-5
1-3-143-4-23-6-40-1-100-4-100-1-103-2-89.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge], [5:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-SH
0.350.14
0.09
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.010.02
0.00
(loc)
77
6
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 37 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStudOTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.All bearings 11-7-0.
(lb)-Max Horz10=-97(LC 12)Max UpliftAll uplift 100 lb orless at joint(s) 10, 6, 8, 9
MaxGravAllreactions 250 lb orless at joint(s) 10 except 6=310(LC 39), 8=413(LC 38), 9=379(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 4-8=-315/151, 3-9=-303/108
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 7-2-0,Interior(1) 7-2-0 to 7-7-0,Exterior(2) 7-7-0 to 12-0-4zone;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)Truss designed forwindloadsin the plane of the truss only.Forstuds exposed to wind(normal to the face),seeStandardIndustryGableEnd 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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
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) 10, 6, 8, 9.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
13)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB06
TrussType
GABLE
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:122018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-R7dNcWk3kEOkcBeNFkKyWx3j45sHDdw98V6KttzdDrb
Scale=1:24.9
0-2-20-2-2T1
T2
T1
B1
ST1ST1 ST1
1 2
3 4 5 6 7
8
9
12 11 10
13 14
3x4 3x4
3x4 3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
14-2-1114-2-11
2-0-52-0-5 12-2-510-2-0 14-2-112-0-5
0-4-101-4-21-6-40-1-100-4-100-1-109.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [7:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-SH
0.260.10
0.09
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
0.00
(loc)
88
8
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 34 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 12-10-0.
(lb)-Max Horz2=-32(LC 14)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 11=492(LC 38), 12=387(LC 38), 10=387(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 5-11=-408/124, 4-12=-318/120, 6-10=-318/120
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) 0-3-1 to 6-3-4,Interior(1) 6-3-4 to 12-2-5,Exterior(2) 12-2-5 to 13-11-9
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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. flatroofsnowloadgoverns. 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 overhangsnon-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, 8, 11, 12, 10.12)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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB07
TrussType
Piggyback
Qty
4
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:132018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-vKBlpslhVXWbEKDapRrB28bvIVCdy4YIN9suPJzdDra
Scale=1:28.3
T1 T1
B1
ST2
ST1 ST1
1 2
3
4
5
6 7
10 9 8
11
12
13 14
15
16
4x4
3x4 3x4
1.5x41.5x4
1.5x4
1.5x4
1.5x4
16-4-016-4-0
8-2-08-2-0 16-4-08-2-0
0-4-34-1-00-1-100-4-30-1-106.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-SH
0.16
0.090.06
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.00
0.000.00
(loc)6
76
l/defln/r
n/rn/a
L/d120
120n/a
PLATESMT20
Weight: 44 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.All bearings 14-4-14.(lb)-Max Horz2=69(LC 20)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 6 except 10=-120(LC 16), 8=-119(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) 2, 6 except 9=274(LC 2), 10=335(LC 34), 8=335(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 3-10=-253/161, 5-8=-253/160
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) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 8-2-0,Exterior(2) 8-2-0 to 11-2-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;
Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Gablerequirescontinuous bottomchord bearing.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 6 except(jt=lb)10=120, 8=119.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
10)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified buildingdesigner.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB08
TrussType
Piggyback
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:152018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-riJVEYmy19mJTeMywstf8ZhF4Ju0Q_2bqTL?UCzdDrY
Scale=1:28.6
0-1-110-1-11T1
T2
T1
B1
ST2
ST1 ST1
1 2
3
4 5 6
7
8 9
12 11 10
13
14 15 16 17
18
3x4 3x4
3x4 3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
16-4-016-4-0
6-4-86-4-8 9-11-83-7-0 16-4-06-4-8
0-4-33-0-93-2-40-1-100-4-30-1-106.0012
PlateOffsets(X,Y)-- [4:0-2-0,Edge], [6:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-SH
0.140.10
0.06
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
0.00
(loc)
99
8
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 43 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 14-4-14.
(lb)-Max Horz2=-52(LC 21)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10MaxGravAllreactions 250 lb orless at joint(s) except 2=254(LC 39), 8=254(LC 39), 11=317(LC 38), 12=377(LC
39), 10=377(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
WEBS 3-12=-285/148, 7-10=-285/148
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 6-4-8,Exterior(2) 6-4-8 to 9-11-8,Interior(1) 14-2-7 to 15-11-13zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangs
non-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)Gablerequirescontinuous bottomchord bearing.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 8, 11, 12, 10.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.11)SeeStandardIndustryPiggybackTruss Connection Detail for Connection to base truss as applicable, orconsult qualified building
designer.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB09
TrussType
Piggyback
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:162018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-JvttSunaoSuA5ox9UZPugnDPCjDL9Rwk374Y0ezdDrX
Scale=1:28.6
0-1-110-1-11T1
T2
T1
B1
ST2ST1 ST1
1 2
3 4 5 6 7
8 9
12 11 10
13
14 15 16 17
18
4x6 4x6
3x4 3x41.5x4
1.5x4
1.5x4 1.5x4
16-4-016-4-0
4-4-84-4-8 11-11-87-7-0 16-4-04-4-8
0-4-32-0-92-2-40-1-100-4-30-1-106.0012
PlateOffsets(X,Y)-- [3:0-1-12,0-0-14], [4:0-3-0,0-1-14], [4:0-0-0,0-1-2], [6:0-3-0,0-1-14], [6:0-0-0,0-1-2], [7:0-1-12,0-0-14]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-SH
0.250.09
0.09
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
0.00
(loc)
99
8
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 41 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 14-4-14.
(lb)-Max Horz2=-34(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 11=472(LC 38), 12=311(LC 39), 10=311(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 5-11=-391/130
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 3-4-3,Interior(1) 3-4-3 to 4-4-8,Exterior(2) 4-4-8 to 15-11-13zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)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, 8, 11, 12, 10.10)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 buildingdesigner.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
PB10
TrussType
GABLE
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:172018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-n5RGfEoCZm01jyWL2Hw7D_maK6ZRuuIuHnq5Y4zdDrW
Scale=1:28.6
0-1-110-1-11T1
T2
T1
B1ST1ST1 ST1
1 2
3 4 5 6 7
8 9
12 11 10
13 14
3x4 3x4
3x4 3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
16-4-016-4-0
2-4-82-4-8 13-11-811-7-0 16-4-02-4-8
0-4-31-0-91-2-40-1-100-4-30-1-106.0012
PlateOffsets(X,Y)-- [3:0-2-0,Edge], [7:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-SH
0.220.10
0.08
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.000.00
0.00
(loc)
89
8
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 37 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 14-4-14.
(lb)-Max Horz2=-17(LC 17)
Max UpliftAll uplift 100 lb orless at joint(s) 2, 8, 11, 12, 10MaxGravAllreactions 250 lb orless at joint(s) 2, 8 except 11=449(LC 38), 12=383(LC 38), 10=383(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 5-11=-368/122, 4-12=-303/116, 6-10=-303/115
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2) 0-4-3 to 6-7-7,Interior(1) 6-7-7 to 13-11-8,Exterior(2) 13-11-8 to 15-11-13
zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)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. flatroofsnowloadgoverns. 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 overhangsnon-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, 8, 11, 12, 10.12)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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T01
TrussType
HipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:192018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-kTY04vpS5NHlyFgk9iybIPrpkw3JMaZAl5JCdzzdDrU
Scale=1:61.3
0-2-20-2-2T1
T2
T1
B1
W3 W4 W5 W4 W5 W4 W5 W4 W5 W4 W3
W1 W2 W1W2
T3
B1B2
1
2
3 4 5 6 7 8 9
1011
19 18 17 16 15 14 13 12
2021 22 23 24 25 26 27 28 29 30 3132
33 34 35 36 37 38 39 40 41 42 43 44
5x6 3x10MT18H
3x5 3x8 4x4
3x4
5x8
1.5x4
3x4
6x6
3x4
4x4
5x6
3x8
4x6
3x5
4x4
4-3-04-3-0 9-0-124-9-12 14-0-44-11-8 18-11-124-11-8 23-11-44-11-8 28-9-04-9-12 33-0-04-3-0
-1-0-121-0-12 4-3-04-3-0 9-0-124-9-12 14-0-44-11-8 18-11-124-11-8 23-11-44-11-8 28-9-04-9-12 33-0-04-3-0 34-0-121-0-12
1-3-44-3-64-5-81-3-44-3-69.0012
PlateOffsets(X,Y)-- [2:0-3-0,0-1-12], [3:0-3-8,0-2-0], [9:0-3-8,0-2-0], [10:0-1-8,0-1-8], [12:Edge,0-3-8], [13:0-3-8,0-1-8], [14:0-1-12,0-1-8], [15:0-2-12,Edge], [16:0-4-0,0-3-4],[17:0-1-12,0-1-8], [18:0-3-8,0-1-8]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.68
0.840.99
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.42
-0.540.13
(loc)15-16
15-1612
l/defl>927
>728n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 151 lb FT= 14%
GRIP197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2 *Except*B2: 2x4SPF 1650F 1.5E
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-7-11 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 4-0-2 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)19=1505/0-6-0(min. 0-2-14), 12=1494/0-6-0(min. 0-2-13)Max Horz19=142(LC 11)
Max Uplift19=-1195(LC 9), 12=-1127(LC 8)MaxGrav19=1849(LC 72), 12=1805(LC 74)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-2222/1521, 3-20=-3220/2153, 20-21=-3222/2154, 21-22=-3223/2154,
22-23=-3225/2155, 4-23=-3226/2155, 4-24=-3853/2566, 24-25=-3853/2566,
5-25=-3853/2566, 5-26=-3855/2568, 26-27=-3855/2568, 6-27=-3855/2568,6-7=-3849/2559, 7-28=-3849/2559, 28-29=-3849/2559, 8-29=-3849/2559,
8-30=-3198/2111, 30-31=-3195/2111, 31-32=-3194/2110, 9-32=-3193/2110,9-10=-2167/1434, 2-19=-1813/1215, 10-12=-1767/1145BOT CHORD 18-33=-1278/1839, 33-34=-1278/1839, 34-35=-1278/1839, 17-35=-1278/1839,
17-36=-2172/3291, 36-37=-2172/3291, 16-37=-2172/3291, 16-38=-2564/3912,38-39=-2564/3912, 39-40=-2564/3912, 15-40=-2564/3912, 15-41=-2092/3248,
41-42=-2092/3248, 14-42=-2092/3248, 14-43=-1147/1769, 43-44=-1147/1769,13-44=-1147/1769WEBS3-18=-288/255, 3-17=-1201/1911, 4-17=-1066/748, 4-16=-556/821, 5-16=-366/336,
6-15=-377/361, 8-15=-604/852, 8-14=-1083/773, 9-14=-1235/1933, 9-13=-294/259,2-18=-1262/1844, 10-13=-1182/1793
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 plategrip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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 areMT20 plates unless otherwiseindicated.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T01
TrussType
HipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:202018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Cg6OHFq4shPbaPFwjPTqrdO_UKPX51pK_l2m9PzdDrT
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) 19=1195, 12=1127.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 253 lb down and 266 lb up at 4-3-0, 100 lb down and 115 lb up at
4-8-4, 105 lb down and 115 lb up at 6-8-4, 105 lb down and 115 lb up at 8-8-4, 105 lb down and 115 lb up at 10-8-4, 105 lb down and 115 lb up at 12-8-4, 105 lb downand 115 lb up at 14-8-4, 105 lb down and 115 lb up at 16-8-4, 105 lb down and 115 lb up at 18-8-4, 105 lb down and 115 lb up at 20-8-4, 105 lb down and 115 lb up at 22-8-4, 105 lb down and 115 lb up at 24-8-4, and 105 lb down and 115 lb up at 26-8-4, and 253 lb down and 266 lb up at 28-9-0 on top chord, and 95 lb down and 95 lb
up at 4-3-0, 35 lb down and 37 lb up at 4-8-4, 35 lb down and 37 lb up at 6-8-4, 35 lb down and 37 lb up at 8-8-4, 35 lb down and 37 lb up at 10-8-4, 35 lb down and 37lb up at 12-8-4, 35 lb down and 37 lb up at 14-8-4, 35 lb down and 37 lb up at 16-8-4, 35 lb down and 37 lb up at 18-8-4, 35 lb down and 37 lb up at 20-8-4, 35 lb down
and 37 lb up at 22-8-4, 35 lb down and 37 lb up at 24-8-4, and 35 lb down and 37 lb up at 26-8-4, and 95 lb down and 95 lb up at 28-8-4 on bottomchord.Thedesign/selection of suchconnection device(s)is the responsibility of others.12)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, 3-9=-61, 9-10=-51, 10-11=-51, 12-19=-20
Concentrated Loads(lb)
Vert: 3=-22(B) 18=-21(B) 6=-7(B) 9=-22(B) 13=-21(B) 20=-8(B) 22=-7(B) 23=-7(B) 24=-7(B) 25=-7(B) 26=-7(B) 27=-7(B) 28=-7(B) 29=-7(B) 30=-7(B) 31=-7(B)33=-12(B) 34=-12(B) 35=-12(B) 36=-12(B) 37=-12(B) 38=-12(B) 39=-12(B) 40=-12(B) 41=-12(B) 42=-12(B) 43=-12(B) 44=-12(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T02
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:212018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-gsgmVbrid?XSCZq6H7_3Nqx5tkmyqbeTCPoJirzdDrS
Scale=1:61.4
0-2-20-2-2T1
T2
T1
B1
W3 W4
W5 W5
W4 W3
W1 W2 W1W2
T3
B1B2
1
2
3 4 56 7
8 9
16 15 14 13 12 11 10
17
18
19 20 21 22
23
24
4x6 5x10
3x4 3x54x8
3x4
3x4 4x8
6x6
3x4
6x6
4x6
3x5
6-11-06-11-0 16-6-09-7-0 26-1-09-7-0 33-0-06-11-0
-1-0-121-0-12 6-11-06-11-0 12-6-15-7-1 20-5-157-11-14 26-1-05-7-1 33-0-06-11-0 34-0-121-0-12
1-3-46-3-66-5-81-3-46-3-69.0012
PlateOffsets(X,Y)-- [2:0-3-8,Edge], [3:0-3-0,0-1-12], [6:0-1-12,0-3-4], [6:0-0-0,0-1-12], [7:0-3-0,0-1-12], [8:0-3-8,Edge], [11:0-2-0,0-1-12], [15:0-2-8,0-1-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.960.83
0.57
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.16-0.46
0.09
(loc)
11-1313-15
10
l/defl
>999>856
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 147 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4,W1: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 9-11-1 oc bracing.
WEBS 1 Row at midpt 4-15, 5-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)16=1315/0-6-0(min. 0-2-5), 10=1315/0-6-0(min. 0-2-5)
Max Horz16=194(LC 15)Max Uplift16=-129(LC 13), 10=-129(LC 12)
MaxGrav16=1477(LC 38), 10=1477(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-17=-1872/230, 17-18=-1828/243, 3-18=-1808/274, 3-19=-1450/283, 19-20=-1450/282,4-20=-1453/282, 4-5=-2299/343, 5-6=-1450/281, 6-21=-1453/282, 21-22=-1450/282,
7-22=-1450/283, 7-23=-1808/274, 23-24=-1828/243, 8-24=-1872/230, 2-16=-1420/288,
8-10=-1420/288BOT CHORD 15-16=-233/492, 14-15=-340/2231, 13-14=-340/2231, 12-13=-298/2232, 11-12=-298/2232,
10-11=-166/369WEBS3-15=-63/796, 4-15=-1141/271, 5-11=-1142/270, 7-11=-63/796, 2-15=-186/1324,8-11=-190/1324
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-0-12 to 1-11-4,Interior(1) 1-11-4 to 6-11-0,Exterior(2) 6-11-0 to 30-3-15,
Interior(1) 30-3-15 to 34-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers andforces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)TheFabricationTolerance at joint 2 = 2%,joint 8 = 2%
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)16=129, 10=129.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T03
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:222018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-82E8ixsLOIfJpjPIqqWIw2TGP77FZyjdR3XsEIzdDrR
Scale=1:60.5
0-2-20-2-2T1
T2
T1
B1
W3
W4 W5 W6 W5 W4
W3
W1
W2
W1
W2
B1B2
1
2
3
4 5 6
7
8 9
16 15 14 13 12 11 10
17
18
19
20 21 22 23
24
25
26
4x6 4x6
3x43x4
4x4
3x8
1.5x4
3x4
4x4
3x5
3x6 3x6
3x5
3x4
9-7-09-7-0 16-6-06-11-0 23-5-06-11-0 33-0-09-7-0
-1-0-121-0-12 4-8-144-8-14 9-7-04-10-1 16-6-06-11-0 23-5-06-11-0 28-3-14-10-2 33-0-04-8-15 34-0-121-0-12
1-3-48-3-68-5-81-3-48-3-69.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-1-0], [6:0-3-0,0-1-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.910.70
0.90
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.19-0.49
0.08
(loc)
10-1110-11
10
l/defl
>999>804
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 164 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4,W5,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 3-16, 7-10
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)16=1288/0-6-0(min. 0-2-5), 10=1288/0-6-0(min. 0-2-5)Max Horz16=-246(LC 14)
Max Uplift16=-140(LC 16), 10=-140(LC 17)MaxGrav16=1494(LC 39), 10=1494(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-363/82, 17-18=-293/83, 3-18=-271/101, 3-19=-1569/280, 4-19=-1491/312,
4-20=-1632/351, 20-21=-1632/351, 5-21=-1635/351, 5-22=-1635/351, 22-23=-1632/351,
6-23=-1632/351, 6-24=-1491/312, 7-24=-1569/280, 7-25=-271/101, 25-26=-293/83,8-26=-363/82, 2-16=-409/159, 8-10=-409/159
BOT CHORD 15-16=-240/1203, 14-15=-177/1239, 13-14=-177/1239, 12-13=-69/1239, 11-12=-69/1239,10-11=-118/1203WEBS4-15=-30/345, 4-13=-193/602, 5-13=-797/237, 6-13=-193/602, 6-11=-30/346,
3-16=-1419/205, 7-10=-1419/205
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-0-12 to 1-11-4,Interior(1) 1-11-4 to 9-7-0,Exterior(2) 9-7-0 to 27-7-15,Interior(1) 27-7-15 to 34-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)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)16=140, 10=140.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T04
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:232018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-cFoXwHsz9cnARtzVOX1XSF0W9XVTIVtmgjHQmkzdDrQ
Scale=1:72.5
0-2-20-2-2T2
T3
T2
B1
W3 W4
W5
W6 W6
W5
W4 W3
W1
W2
W1
W2
T1 T1
B1B2
1 2
3
4
5 6 7
8
9
10
11
19 18 17 16 15 14 13 12
2021
22
23 24
25
2627
3x5
4x4 4x4
3x5
3x4 3x4
3x4
4x4 3x8
3x4
3x8
3x4
4x4
4x6
3x4
4x6
3x4
6-3-46-3-4 12-3-05-11-12 20-9-08-6-0 26-8-125-11-12 33-0-06-3-4
-1-0-121-0-12 6-3-46-3-4 12-3-05-11-12 16-6-04-3-0 20-9-04-3-0 26-8-125-11-12 33-0-06-3-4 34-0-121-0-12
1-3-410-3-610-5-81-3-410-3-69.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [3:0-1-12,0-1-8], [5:0-2-0,0-1-12], [7:0-2-0,0-1-12], [9:0-1-12,0-1-8], [10:0-2-12,0-1-8], [12:Edge,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.590.57
0.52
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.15-0.40
0.06
(loc)
14-1714-17
12
l/defl
>999>975
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 178 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W1,W2: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-0-1 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.WEBS 1 Row at midpt 6-17, 6-14
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)19=1262/0-6-0(min. 0-2-7), 12=1262/0-6-0(min. 0-2-7)Max Horz19=299(LC 15)
Max Uplift19=-162(LC 16), 12=-162(LC 17)MaxGrav19=1559(LC 39), 12=1559(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-20=-1850/232, 20-21=-1774/237, 3-21=-1601/263, 3-22=-1563/291, 4-22=-1442/302,
4-5=-1366/329, 5-23=-1098/318, 6-23=-1098/317, 6-24=-1098/317, 7-24=-1098/318,
7-8=-1366/329, 8-25=-1442/302, 9-25=-1563/291, 9-26=-1601/263, 26-27=-1774/237,10-27=-1850/232, 2-19=-1495/276, 10-12=-1495/276
BOT CHORD 18-19=-286/401, 17-18=-175/1392, 16-17=-97/1121, 15-16=-97/1121, 14-15=-97/1121,13-14=-79/1392WEBS3-17=-443/230, 5-17=-70/487, 6-17=-266/192, 6-14=-266/192, 7-14=-70/487,
9-14=-442/229, 2-18=-38/1214, 10-13=-38/1214
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-0-12 to 1-11-4,Interior(1) 1-11-4 to 12-3-0,Exterior(2) 12-3-0 to24-11-15,Interior(1) 24-11-15 to 34-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C for
members and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)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)19=162, 12=162.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T05
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:252018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-YdwHKzuDhD1ugA7tWy3?Yg5nlLCfmOx371mXrdzdDrO
Scale=1:74.3
T2
T3
T2
B1
W3
W4
W5
W6
W5
W4
W3
W1
W2
W1
W2
T1 T1
B1B2
1 2
3
4
5 6
7
8
9 10
18 17 16 15 14 13 12 11
19
20
21
22
23 24
25
26
27
28
3x4
6x8 5x6
3x4
3x4 3x4
3x4
4x4
3x4
5x12
3x4
4x4
4x6
3x4
4x6
6-10-46-10-4 13-5-06-6-12 19-7-06-2-0 26-1-126-6-12 33-0-06-10-4
-1-0-121-0-12 6-10-46-10-4 13-5-06-6-12 19-7-06-2-0 26-1-126-6-12 33-0-06-10-4 34-0-121-0-12
1-3-411-4-01-3-411-4-09.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [3:0-1-12,0-1-8], [5:0-5-12,0-1-12], [6:0-3-12,0-1-12], [8:0-1-12,0-1-8], [9:0-2-12,0-1-8], [11:Edge,0-1-8], [13:0-1-12,0-0-0], [13:0-5-8,0-3-0], [14:0-0-0,0-1-12]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15YESIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.83
0.460.55
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.07
-0.190.06
(loc)16-17
16-1711
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 175 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W4,W5,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 3-16, 5-13, 8-13
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)18=1250/0-6-0(min. 0-2-8), 11=1250/0-6-0(min. 0-2-8)
Max Horz18=-325(LC 14)Max Uplift18=-169(LC 16), 11=-169(LC 17)MaxGrav18=1584(LC 39), 11=1584(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-19=-1917/225, 19-20=-1814/235, 3-20=-1669/260, 3-21=-1573/291, 4-21=-1485/294,
4-22=-1440/303, 5-22=-1362/334, 5-23=-1093/327, 23-24=-1093/327, 6-24=-1093/327,6-25=-1363/334, 7-25=-1441/303, 7-26=-1486/294, 8-26=-1574/291, 8-27=-1668/260,
27-28=-1814/235, 9-28=-1916/225, 2-18=-1519/273, 9-11=-1519/274BOT CHORD 17-18=-322/439, 16-17=-177/1451, 15-16=-79/1092, 14-15=-79/1092, 13-14=-79/1092,12-13=-69/1451, 11-12=-97/263
WEBS 3-16=-535/251, 5-16=-95/482, 6-13=-64/455, 8-13=-534/251, 2-17=-13/1281,9-12=-14/1280
NOTES-1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-0-12 to 1-11-4,Interior(1) 1-11-4 to 13-5-0,Exterior(2) 13-5-0 to 23-9-15,
Interior(1) 23-9-15 to 34-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
18=169, 11=169.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T06
TrussType
PiggybackBaseGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:272018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-V011levTCrHcwUHGdN5Td5B5q8sTEFMMbLFdvVzdDrM
Scale=1:77.5
0-2-20-2-2T2
T3
T4
T5
T6
B1
W3
W4
W5
W6
W5 W7
W8
W9 W10 W11
W1
W2
W13
W12T1
B1B2
1 2
3
4
5 6
7
8 9 10
11
20 19 18 17 16 15 14 1312
21
22
23
24 25 26
27
28
29
30
3x4
6x8 5x6
4x4 4x6
3x4 3x4
3x4
4x4
3x4
3x8
3x4
4x8 4x4
4x6
3x5
4x4
3x5
6-10-46-10-4 13-5-06-6-12 19-7-06-2-0 28-1-08-6-0 32-5-04-4-0 34-0-01-7-0
-1-0-12
1-0-12
6-10-4
6-10-4
13-5-0
6-6-12
19-7-0
6-2-0
24-3-4
4-8-4
28-1-0
3-9-12
32-5-0
4-4-0
34-0-0
1-7-0
35-0-12
1-0-12
1-3-44-9-611-4-03-9-411-4-09.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [3:0-1-12,0-1-8], [5:0-5-12,0-1-12], [6:0-3-12,0-1-12], [8:0-1-12,Edge], [9:0-3-0,0-0-12], [10:0-1-12,0-2-0], [12:0-3-0,0-1-8], [14:0-2-0,0-1-8]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.99
0.630.75
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.14
-0.400.06
(loc)14-16
14-1612
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 195 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W4,W5,W6,W7,W8: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-11 oc bracing.WEBS 1 Row at midpt 3-18, 5-16, 7-16
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)20=1289/0-6-0(min. 0-2-8), 12=1273/0-6-0(min. 0-2-8)Max Horz20=359(LC 11)
Max Uplift20=-194(LC 12), 12=-708(LC 13)MaxGrav20=1611(LC 39), 12=1577(LC 114)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-21=-1954/199, 3-21=-1706/225, 3-22=-1612/233, 4-22=-1562/235, 4-23=-1402/256,
5-23=-1321/276, 5-24=-1138/288, 24-25=-1138/288, 25-26=-1138/288, 6-26=-1138/288,
6-7=-1570/295, 7-27=-1885/447, 27-28=-1978/433, 8-28=-2064/430, 8-29=-1631/305,9-29=-1631/305, 9-30=-551/285, 10-30=-587/277, 2-20=-1546/229, 10-12=-1537/690
BOT CHORD 19-20=-357/435, 18-19=-222/1481, 17-18=-157/1124, 16-17=-157/1124, 15-16=-168/1420, 14-15=-168/1420, 13-14=-215/457WEBS3-18=-536/253, 5-18=-102/473, 6-16=-115/580, 7-16=-567/310, 7-14=-235/523,
8-14=-1423/370, 9-14=-152/1735, 9-13=-1008/225, 2-19=0/1309, 10-13=-525/1184
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 plategrip 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 allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
20=194, 12=708.9)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) 287 lb down and 302 lb up at 32-5-0 on top chord, and 319 lb down and 320 lb up at 32-5-0 on bottomchord.The design/selection of suchconnectiondevice(s)is the responsibility of others.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T06
TrussType
PiggybackBaseGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:272018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-V011levTCrHcwUHGdN5Td5B5q8sTEFMMbLFdvVzdDrM
NOTES-
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51, 2-5=-51, 5-6=-61, 6-8=-51, 8-9=-61, 9-10=-51, 10-11=-51, 12-20=-20Concentrated Loads(lb)
Vert: 9=52(B) 13=1(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T07
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:282018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zCbQz_w5z8PTXesSB5ci9JjKfYDmzjuVp?_BRxzdDrL
Scale=1:78.1
0-2-20-2-2T2
T3
T4
T5
T6
B1
B2
B3
W3
W4
W5
W7
W8 W10 W11
W1
W2
W13
W12
W6
T1
B1
W9
1 2
3
4
5 6
7 8
910
19 18 17 16 15
14 13 12 11
20
21
22
23
24252627
28
29
30 31
32
3334
3x5
5x6
5x6 4x4
3x4 3x4 3x4
5x8
6x10
2x4
3x4
4x4 4x8
3x5 3x4
4x6
4x4
6-10-46-10-4 13-5-06-6-12 20-0-06-7-0 25-5-05-5-0 29-9-04-4-0 34-0-04-3-0
-1-0-121-0-12 6-10-46-10-4 13-5-06-6-12 19-7-06-2-0 20-0-00-5-0 25-5-05-5-0 29-9-04-4-0 34-0-04-3-0 35-0-121-0-12
1-3-46-9-611-4-02-9-41-0-011-4-09.0012
PlateOffsets(X,Y)-- [2:0-2-12,0-1-8], [4:0-1-12,0-1-8], [5:0-3-0,0-2-2], [6:0-3-12,0-2-12], [8:0-2-0,0-0-12], [9:0-1-8,0-2-0], [11:0-2-0,0-1-0], [12:0-1-12,0-1-8], [13:0-1-12,0-1-8],[14:0-2-4,0-2-12]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15YESIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.73
0.500.66
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.08
-0.220.07
(loc)13-14
15-1611
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 208 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3,T4: 2x6SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x6SPF No.2WEBS2x4SPFStud*Except*W4,W5,W8,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-1-4 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-16
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)19=1294/0-6-0(min. 0-2-8), 11=1320/0-6-0(min. 0-2-9)
Max Horz19=329(LC 15)Max Uplift19=-171(LC 16), 11=-189(LC 17)MaxGrav19=1584(LC 43), 11=1623(LC 43)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-20=-1914/233, 3-20=-1812/243, 3-4=-1671/269, 4-21=-1599/301, 21-22=-1395/322,
22-23=-1393/323, 5-23=-1309/343, 5-24=-1206/339, 24-25=-1207/339, 25-26=-1207/339,26-27=-1208/339, 6-27=-1208/338, 6-28=-1543/350, 28-29=-1674/328, 7-29=-1707/307,
7-30=-1663/314, 30-31=-1662/314, 8-31=-1661/314, 8-32=-1079/232, 32-33=-1149/218,33-34=-1174/215, 9-34=-1275/211, 2-19=-1517/280, 9-11=-1584/286BOT CHORD 18-19=-336/432, 17-18=-207/1450, 16-17=-207/1450, 6-14=-63/548, 13-14=-208/1684,
12-13=-105/942WEBS4-16=-507/248, 5-16=-88/350, 14-16=-140/993, 7-14=-629/216, 8-13=-161/1194,
8-12=-498/101, 2-18=-20/1276, 9-12=-94/1066, 5-14=-114/324, 7-13=-844/196
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-0-12 to 1-11-4,Interior(1) 1-11-4 to 13-5-0,Exterior(2) 13-5-0 to 22-7-0,
Interior(1) 22-7-0 to 25-5-0,Exterior(2) 29-9-0 to 32-9-0zone;cantileverleft and right exposed ; end verticalleft and rightexposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. 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)19=171, 11=189.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T07
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:282018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zCbQz_w5z8PTXesSB5ci9JjKfYDmzjuVp?_BRxzdDrL
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T08
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:302018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-vbjAOgyMVmfBny0rIVfAEkpdfMuHReXoHJTHWqzdDrJ
Scale=1:78.3
0-2-20-2-2T2
T3
T4
T5
T6
B1
B3
B4
W3
W4
W5
W7
W6
W8
W9
W10
W1
W2
W12
W11
T1
B2
1
2
3
4 5
6
7
89
17 16 15 14 13
12 11 10
18
19
20
21
222324
2526
27
28
293x5
5x6
5x6 4x6
3x4 3x4 3x4
5x8
6x10
3x4
3x4
4x4 4x8
4x6
6x6
3x8
6-10-46-10-4 13-5-06-6-12 20-0-06-7-0 27-1-07-1-0 34-0-06-11-0
6-10-46-10-4 13-5-06-6-12 19-7-06-2-0 22-9-03-2-0 27-1-04-4-0 34-0-06-11-0 35-0-121-0-12
1-3-48-9-611-4-02-9-41-0-011-4-09.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-12], [3:0-1-12,0-1-8], [4:0-3-0,0-2-2], [5:0-3-12,0-2-12], [7:0-3-0,0-1-12], [10:Edge,0-1-8], [11:0-1-12,0-1-8], [12:0-2-12,0-2-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.950.56
0.59
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.09-0.27
0.06
(loc)
11-1211-12
10
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 206 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3,T4: 2x6SPF No.2
BOT CHORD2x4SPF No.2 *Except*B3: 2x6SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W6,W1,W2,W11: 2x4SPFStud
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 3-14, 6-11
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)17=1235/0-6-0(min. 0-2-6), 10=1318/0-6-0(min. 0-2-9)Max Horz17=313(LC 15)
Max Uplift17=-144(LC 16), 10=-188(LC 17)
MaxGrav17=1498(LC 43), 10=1647(LC 43)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-1885/247, 2-18=-1791/249, 2-3=-1641/276, 3-19=-1570/312, 19-20=-1365/333,20-21=-1361/334, 4-21=-1279/354, 4-22=-1160/346, 22-23=-1161/346, 23-24=-1162/346,
5-24=-1162/346, 5-6=-1552/383, 6-25=-1035/275, 25-26=-1035/275, 7-26=-1034/275,7-27=-1160/260, 27-28=-1289/255, 28-29=-1295/238, 8-29=-1503/224, 1-17=-1432/234,
8-10=-1588/294
BOT CHORD 16-17=-307/396, 15-16=-307/396, 14-15=-214/1433, 5-12=-104/649, 11-12=-158/1381WEBS3-14=-518/252, 4-14=-91/356, 4-12=-111/324, 12-14=-143/999, 6-12=-536/243,
6-11=-731/136, 7-11=-4/451, 1-15=-72/1297, 8-11=-57/1004
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 13-5-0,Exterior(2) 13-5-0 to 22-9-0,
Interior(1) 22-9-0 to 35-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)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=144, 10=188.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T09
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:312018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-NnHYb0z_G3n2O5b1sDAPnxLr4mFxA3HyVzDr2GzdDrI
Scale=1:77.9
0-2-20-2-20-2-2T2
T3 T4
T5
T6
T7
B1
B3
B4
W3
W4
W5 W7
W6
W8
W9
W10
W11
W12
W1
W2
W14
W13
T1
B2
1
2
3
4
5 6
7
8
910
19 18 17 16 15
14 13 12 11
20
21
22
23
2425 26 27
2829
30 31
3x5
6x8
4x83x8
4x6
4x6
4x4
3x4 3x4 3x4
2x4
3x4
4x4 4x8
6x10
3x8
4x6
4x4
3x10
6-10-46-10-4 13-5-06-6-12 20-0-06-7-0 23-5-03-5-0 29-8-56-3-5 34-0-04-3-11
6-10-46-10-4 13-5-06-6-12 19-6-86-1-8 20-0-00-5-8 23-5-03-5-0 28-8-55-3-5 29-8-51-0-0 34-0-04-3-11 35-0-121-0-12
1-3-410-9-66-9-1411-4-02-9-41-0-011-4-09.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-12], [3:0-1-12,0-1-8], [4:0-4-0,0-1-6], [5:0-8-12,0-3-12], [5:0-3-4,0-2-0], [6:0-3-0,0-1-12], [7:0-3-8,0-1-12], [8:0-2-0,0-1-12], [9:0-1-8,0-2-0],[11:0-2-0,0-1-4], [12:0-2-12,0-1-8], [14:0-7-8,0-4-0], [17:0-2-0,0-1-12]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15YESIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.72
0.470.75
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.07
-0.210.06
(loc)16-17
15-1611
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 224 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x8SP 2400F 2.0EBOT CHORD2x4SPF No.2 *Except*
B3: 2x6SPF No.2WEBS2x4SPFStud*Except*W4,W5,W7,W8,W9,W10: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-3-10 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing,Except:
6-0-0 oc bracing: 11-12.1 Row at midpt 5-14WEBS1 Row at midpt 3-16, 5-13
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)19=1239/0-6-0(min. 0-2-7), 11=1319/0-6-0(min. 0-2-12)Max Horz19=-302(LC 14)
Max Uplift19=-144(LC 16), 11=-241(LC 17)MaxGrav19=1571(LC 45), 11=1757(LC 45)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-20=-1984/243, 2-20=-1889/244, 2-3=-1740/271, 3-21=-1679/307, 21-22=-1474/328,
22-23=-1473/329, 4-23=-1393/349, 4-24=-1336/347, 24-25=-1339/344, 5-25=-1347/343,5-26=-1182/320, 26-27=-1181/320, 6-27=-1180/321, 6-28=-1487/326, 28-29=-1506/304,7-29=-1637/299, 7-8=-1023/227, 8-30=-1285/230, 30-31=-1307/213, 9-31=-1407/209,
1-19=-1504/231, 9-11=-1723/270BOT CHORD 18-19=-289/397, 17-18=-289/397, 16-17=-221/1512, 13-14=-148/1343, 12-13=-140/1252
WEBS 3-16=-500/250, 4-16=-86/331, 4-14=-121/459, 14-16=-166/1075, 5-13=-553/174,6-13=-69/550, 7-12=-1135/201, 8-12=-87/576, 1-17=-68/1373, 9-12=-85/1197
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 13-5-0,Exterior(2) 13-5-0 to 16-5-0,Interior(1) 19-9-4 to 29-8-5,Exterior(2) 29-8-5 to 32-8-5zone;cantileverleft and right exposed ; end verticalleft and right
exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)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)19=144, 11=241.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T09
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:322018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-r_rwoMzc1Nvu0F9DQwheK9u0p9bAvWW5kdyOajzdDrH
NOTES-
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T10
TrussType
PiggybackBaseGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:342018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-oMyhD2?sZ_9cFZJcXLj6PazKZzF1NSxOCwRVfbzdDrF
Scale=1:78.7
0-2-20-2-2T2
T3
T4
T5
T6
B1
B3
B4
W3
W4
W5
W7
W6 W8 W9
W10 W11
W12
W13
W1
W2
W15T1
B2
W14
1
2
3
4 5 6
7
8 9
10
11
20 19 18 17 16
15 14 13 12
21
22
23 24 25
26
27
3x5
6x8 4x8
4x6
4x6
3x4 3x4 3x4
2x4
6x8
3x4
4x4 4x8
3x4
3x4
4x8
4x6
1.5x4
3x5
6-10-46-10-4 13-5-06-6-12 20-0-06-7-0 22-11-02-11-0 31-4-58-5-5 34-0-02-7-11
6-10-4
6-10-4
13-5-0
6-6-12
20-0-0
6-7-0
22-11-0
2-11-0
27-1-11
4-2-11
31-4-5
4-2-11
32-4-5
1-0-0
34-0-0
1-7-11
35-0-12
1-0-12
1-3-44-9-1411-4-02-9-41-0-011-4-09.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-12], [3:0-1-12,0-1-8], [4:0-5-12,0-1-12], [6:0-6-0,0-2-0], [8:0-3-0,0-0-14], [9:0-3-8,0-1-0], [13:0-1-12,0-1-8], [15:0-2-8,0-2-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.890.64
0.63
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.13-0.36
0.06
(loc)
13-1413-14
12
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 210 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4,W5,W6,W8,W9,W10,W11: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:
1 Row at midpt 5-15WEBS1 Row at midpt 3-17
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)20=1235/0-6-0(min. 0-2-5), 12=1281/0-6-0(min. 0-2-9)Max Horz20=315(LC 11)
Max Uplift20=-159(LC 12), 12=-392(LC 13)MaxGrav20=1486(LC 39), 12=1622(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-2=-1870/184, 2-3=-1626/212, 3-21=-1539/223, 21-22=-1326/246, 4-22=-1319/266,
4-23=-1147/247, 23-24=-1147/247, 5-24=-1147/247, 5-25=-1143/247, 6-25=-1143/247,
6-7=-1462/258, 7-26=-1096/363, 8-26=-1293/345, 8-9=-926/209, 1-20=-1421/194BOT CHORD 19-20=-310/393, 18-19=-310/393, 17-18=-241/1421, 5-15=-578/180, 14-15=-111/1057,
13-14=-90/1176, 13-27=-128/590, 12-27=-128/590WEBS3-17=-541/258, 4-17=-89/371, 15-17=-196/972, 4-15=-170/315, 6-15=-231/507,6-14=-125/436, 7-14=-322/263, 7-13=-476/263, 8-13=-937/295, 9-13=-175/1460,
1-18=-8/1289, 9-12=-1516/269
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 plategrip 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 allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
20=159, 12=392.9)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) 323 lb down and 271 lb up at 32-4-5 on top chord, and 69 lb down and 72 lb up at 31-4-5, and 70 lb down and 75 lb up at 32-4-5 on bottomchord.Thedesign/selection of suchconnection device(s)is the responsibility of others.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T10
TrussType
PiggybackBaseGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:342018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-oMyhD2?sZ_9cFZJcXLj6PazKZzF1NSxOCwRVfbzdDrF
NOTES-
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-4=-51, 4-6=-61, 6-8=-51, 8-9=-61, 9-10=-51, 10-11=-51, 16-20=-20, 12-15=-20Concentrated Loads(lb)
Vert: 9=35(F) 13=1(F) 27=1(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T11
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:352018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-GYW3RN0UKIITtjuo53ELxnWVQNYw6puXQaB2B1zdDrE
Scale=1:75.9
0-2-20-2-2T2
T3
T4
B1
B3
B4
W3
W4
W5
W7
W6 W8 W9
W10
W1
W2
W12W11T1
B2
1
2
3
4 5 6
7
8 9
17 16 15 14 13
12 11 10
18
19
20
21 22 2324
25
26
273x5
5x6 5x6
3x4 3x4 3x4
3x4
6x8
3x4
4x4 4x8
3x4
3x4
4x4
1.5x4
3x5
6-7-96-7-9 12-11-116-4-1 20-0-07-0-5 23-4-53-4-5 33-0-09-7-11
6-7-96-7-9 12-11-116-4-1 20-0-07-0-5 23-4-53-4-5 30-0-26-7-13 33-0-02-11-14 34-0-121-0-12
1-3-410-9-1411-0-02-9-41-0-010-9-149.0012
PlateOffsets(X,Y)-- [1:0-1-4,0-1-12], [3:0-1-12,0-1-8], [4:0-3-0,0-2-0], [6:0-3-0,0-2-0], [8:0-3-1,0-0-12], [10:0-2-4,0-1-8], [12:0-2-4,0-2-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.890.72
0.97
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.20-0.52
0.06
(loc)
10-1110-11
10
l/defl
>999>753
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 191 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W7,W1,W2,W12,W11: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:
1 Row at midpt 5-12WEBS1 Row at midpt 3-14, 6-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1203/0-6-0(min. 0-2-4), 10=1278/0-6-0(min. 0-2-7)Max Horz17=303(LC 15)
Max Uplift17=-139(LC 16), 10=-135(LC 17)MaxGrav17=1437(LC 39), 10=1566(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-18=-1792/240, 2-18=-1698/241, 2-3=-1548/267, 3-19=-1482/301, 19-20=-1439/302,
4-20=-1280/341, 4-21=-1171/339, 21-22=-1171/338, 22-23=-1172/338, 5-23=-1174/338,
5-24=-1168/335, 6-24=-1168/336, 6-25=-1210/295, 25-26=-1276/265, 7-26=-1419/251,1-17=-1372/227
BOT CHORD 16-17=-297/376, 15-16=-297/376, 14-15=-229/1358, 5-12=-638/198, 11-12=-75/973,10-11=-127/845WEBS3-14=-503/244, 4-14=-78/377, 12-14=-198/924, 4-12=-154/311, 6-12=-224/595,
7-11=-87/383, 1-15=-71/1227, 7-10=-1622/268
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 and C-CExterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 12-11-11,Exterior(2) 12-11-11 to27-7-4,Interior(1) 27-7-4 to 34-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and
forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)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=139, 10=135.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T12
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:372018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Cxeps31lsvYB612BDUHp1CbqgAIeapcquug9GwzdDrC
Scale=1:65.2
0-2-20-2-2T1
T2
T3
B1
B3
B4
W3 W4
W5 W6 W7
W9
W8 W10 W11
W1
W2
W13
W12
B2
1
2
3 4 5 6
7 8
17 16 15 14 13 12
11 10
9
18
19
20
21
22 23 24 25
26
27
28
4x4
4x4 5x6
2x4 3x4 2x4
2x4
6x8 3x4
3x4
4x4 3x4 4x8
3x4
3x4
6x6
5-3-95-3-9 10-3-115-0-1 15-1-134-10-3 20-0-04-10-3 26-0-56-0-5 33-0-06-11-11
5-3-95-3-9 10-3-115-0-1 15-1-134-10-3 20-0-04-10-3 26-0-56-0-5 33-0-06-11-11 34-0-121-0-12
1-3-48-9-149-0-02-9-41-0-08-9-149.0012
PlateOffsets(X,Y)-- [1:0-1-4,0-2-0], [2:0-1-12,0-1-8], [3:0-2-0,0-1-0], [6:0-3-0,0-2-0], [7:0-3-8,Edge], [10:0-1-12,0-1-8], [11:0-2-12,0-2-12], [13:0-2-0,0-1-8], [17:0-2-0,0-0-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.900.45
0.63
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.08-0.20
0.06
(loc)
1110-11
9
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 185 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W3,W4,W9,W1,W2,W12: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.Except:
1 Row at midpt 5-11WEBS1 Row at midpt 4-13
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)17=1227/0-6-0(min. 0-2-3), 9=1307/0-6-0(min. 0-2-4)Max Horz17=251(LC 15)
Max Uplift17=-119(LC 16), 9=-110(LC 17)MaxGrav17=1396(LC 39), 9=1434(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-18=-1657/231, 18-19=-1541/243, 19-20=-1516/248, 2-20=-1487/264, 2-21=-1560/305,
3-21=-1482/336, 3-22=-1520/341, 22-23=-1521/341, 4-23=-1523/341, 4-5=-1689/342,
5-24=-1706/345, 24-25=-1703/345, 6-25=-1703/345, 6-26=-1379/264, 26-27=-1391/234,27-28=-1429/228, 7-28=-1436/215, 1-17=-1343/226, 7-9=-1372/295
BOT CHORD 16-17=-242/289, 15-16=-242/289, 14-15=-263/1233, 13-14=-226/1224, 5-11=-582/184,10-11=-119/1115WEBS2-14=-377/187, 3-14=-77/365, 3-13=-183/611, 4-13=-740/212, 11-13=-227/1473,
4-11=-76/306, 6-11=-213/931, 6-10=-257/138, 1-15=-104/1166, 7-10=-139/1143
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 10-3-11,Exterior(2) 10-3-11 to 30-3-4,Interior(1) 30-3-4 to 34-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)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=119, 9=110.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T13
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:392018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8KmaGl3?NXovMKCaKuJH6dgGx_vw2de7LC9GKpzdDrA
Scale=1:68.7
0-2-20-2-2T1
T2
T3
T5
B1
B2
B3W3W4
W5
W6
W7 W8 W9
W11
W10 W12 W13 W12 W14
W1
W2
W16
W15
T4
B1
1
2
3
4 5 6
7
8 9
10
21 20 19 18 17 16
15 14 13
12
22
23
24 25 26
27
28 29 30
4x4
4x4
3x10MT18H
4x6 3x6
1.5x4
6x8
3x10MT18H
3x4
4x4 8x8
5x6
3x4
4x8
6x6
3x4
4x4
5x6
3x5
4x4
5-2-45-2-4 10-1-04-10-12 12-6-52-5-5 16-3-33-8-13 20-0-03-8-13 24-4-34-4-3 28-8-54-4-3 33-0-04-3-11
5-2-45-2-4 10-1-04-10-12 12-6-52-5-5 16-3-33-8-13 20-0-03-8-13 24-4-34-4-3 28-8-54-4-3 33-0-04-3-11 34-0-121-0-12
1-3-46-9-148-10-02-9-41-0-06-9-149.0012
PlateOffsets(X,Y)-- [1:0-1-8,0-2-0], [2:0-1-12,0-1-8], [3:0-2-0,0-1-4], [4:0-5-0,0-1-12], [9:0-3-8,0-1-12], [10:0-1-8,0-1-8], [13:0-1-12,0-1-8], [14:0-1-12,0-1-8], [15:0-2-8,0-4-0],[16:0-4-4,0-1-8], [17:0-3-0,0-2-4], [19:0-3-4,0-4-8]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.53
0.780.98
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.23
-0.340.07
(loc)16
1612
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 213 lb FT= 14%
GRIP197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B2: 2x4SPFStud
WEBS 2x4SPFStud*Except*W5,W8: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-1-9 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 5-9-10 oc bracing.
WEBS 1 Row at midpt 3-19, 4-19
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)21=1408/0-6-0(min. 0-2-6), 12=1666/0-6-0(min. 0-3-4)
Max Horz21=246(LC 11)Max Uplift21=-540(LC 12), 12=-1364(LC 13)MaxGrav21=1501(LC 2), 12=2077(LC 79)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-1836/739, 2-22=-1768/860, 3-22=-1726/892, 3-23=-1735/881, 4-23=-1771/866,
4-5=-2073/1032, 5-6=-3082/1825, 6-24=-3096/1836, 7-24=-3096/1836, 7-8=-3096/1836,8-25=-2587/1671, 25-26=-2584/1670, 9-26=-2583/1670, 9-10=-1851/1257,
1-21=-1431/555, 10-12=-2038/1377BOT CHORD 20-21=-264/322, 19-20=-632/1532, 18-19=-977/2140, 17-18=-1272/2539, 16-17=-132/252, 15-16=-339/486, 6-15=-370/267, 15-28=-1598/2640, 28-29=-1598/2640,
14-29=-1598/2640, 14-30=-989/1533, 13-30=-989/1533WEBS2-19=-291/268, 3-19=-996/1995, 4-19=-1936/1076, 4-18=-421/687, 5-18=-889/601,
5-17=-526/352, 15-17=-1183/2375, 5-15=-886/1122, 8-15=-270/906, 8-14=-1213/659,9-14=-983/1785, 9-13=-671/433, 1-20=-486/1275, 10-13=-1128/1749
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 plategrip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. 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 areMT20 plates 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)21=540, 12=1364.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T13
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:392018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8KmaGl3?NXovMKCaKuJH6dgGx_vw2de7LC9GKpzdDrA
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 128 lb down and 151 lb up at 20-7-9, 128 lb down and 151 lb up at
22-7-9, 128 lb down and 151 lb up at 24-7-9, and 128 lb down and 151 lb up at 26-7-9, and 331 lb down and 335 lb up at 28-8-5 on top chord, and 440 lb down and 357lb up at 19-10-4, 64 lb down and 67 lb up at 20-7-9, 64 lb down and 67 lb up at 22-7-9, 64 lb down and 67 lb up at 24-7-9, and 64 lb down and 67 lb up at 26-7-9, and
205lb down and 204 lb up at 28-7-9 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-3=-51, 3-4=-51, 4-9=-61, 9-10=-51, 10-11=-51, 16-21=-20, 12-15=-20Concentrated Loads(lb)
Vert: 7=-7(F) 16=-409(F) 8=-7(F) 14=-12(F) 9=-26(F) 13=-24(F) 24=-7(F) 25=-7(F) 28=-12(F) 29=-12(F) 30=-12(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T14
TrussType
Roof Special
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:402018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-cWKyU53d8qwmzUnmucqWerDJYOLxn9WGasupsFzdDr9
Scale=1:41.9
0-2-20-2-20-2-2T1
T2
T3
T4
W7
B1
W3 W4 W3
W5 W6
W1
W2 B2
1
2 3
4
5
10 9 8 7 6
11
1213
14
15161718 19
20
5x6
5x6 4x4
6x6 2x4
3x43x43x44x43x8
7-10-57-10-5 12-3-114-5-5 19-8-07-4-5
7-10-57-10-5 12-3-114-5-5 15-2-52-10-11 19-8-04-5-11
1-3-46-11-144-9-147-2-04-9-146-11-149.0012
PlateOffsets(X,Y)-- [1:Edge,0-3-8], [2:0-3-0,0-2-0], [3:0-2-0,0-1-12], [4:0-2-13,Edge], [5:Edge,0-3-8], [6:0-1-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.990.41
0.69
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.09-0.24
0.02
(loc)
9-109-10
6
l/defl
>999>983
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 99 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T1: 2x4SPF 2100F 1.8E
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W4,W2: 2x4SPF No.2
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.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)6=747/Mechanical, 10=712/0-6-0(min. 0-1-8)
Max Horz10=234(LC 13)Max Uplift6=-104(LC 17), 10=-80(LC 16)
MaxGrav6=884(LC 39), 10=945(LC 40)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-11=-988/134, 11-12=-762/140, 12-13=-743/143, 13-14=-720/163, 2-14=-623/168,2-15=-557/200, 15-16=-557/200, 16-17=-557/200, 17-18=-557/200, 3-18=-557/200,
3-19=-683/211, 4-19=-771/194, 1-10=-870/168
BOT CHORD 9-10=-318/491, 8-9=-199/611, 7-8=-182/596, 6-7=-182/596WEBS3-8=-57/269, 4-6=-837/200, 1-9=-85/424
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 7-10-5,Exterior(2) 7-10-5 to 15-2-5,
Interior(1) 15-2-5 to 19-6-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces &MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)Provide adequate drainage to preventwater ponding.6)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
7) Refer to girder(s) for truss to trussconnections.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 10 except(jt=lb)6=104.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T15
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:412018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-4itKhR4Fv82dbeMySJLlB2mbiocXWgDQpWeNPhzdDr8
Scale=1:37.6
0-2-20-2-2T1
T2
T3
B1
W3 W4 W4 W3
W1
W2
W1
W2B2
1
2 3 4
5
6
11 10 9 8 7
12
13
14 15 16 17
18
194x6
4x4 4x4
1.5x4 3x44x8
3x4
4x8 1.5x4
4x6
5-2-55-2-5 14-11-119-9-5 20-2-05-2-5
5-2-55-2-5 10-1-04-10-11 14-11-114-10-11 20-2-05-2-5 21-2-121-0-12
1-3-44-11-145-2-01-3-44-11-149.0012
PlateOffsets(X,Y)-- [1:Edge,0-1-8], [2:0-2-0,0-1-12], [4:0-2-0,0-1-12], [5:0-2-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.520.65
0.40
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.20-0.51
0.02
(loc)
8-108-10
7
l/defl
>999>469
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 89 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-5-11 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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)11=751/0-6-0(min. 0-1-8), 7=816/0-6-0(min. 0-1-8)
Max Horz11=-152(LC 12)Max Uplift11=-61(LC 16), 7=-89(LC 17)
MaxGrav11=821(LC 39), 7=944(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-12=-998/134, 12-13=-957/145, 2-13=-946/164, 2-14=-769/181, 14-15=-770/181,3-15=-773/181, 3-16=-770/182, 16-17=-767/183, 4-17=-766/183, 4-18=-954/164,
18-19=-966/141, 5-19=-997/131, 1-11=-795/151, 5-7=-918/202
BOT CHORD 9-10=-166/1061, 8-9=-166/1061WEBS2-10=0/302, 3-10=-403/172, 3-8=-407/170, 4-8=0/306, 1-10=-63/746, 5-8=-74/738
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 5-2-5,Exterior(2) 5-2-5 to 19-2-9,
Interior(1) 19-2-9 to 21-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 11, 7.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T16
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:432018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-15?5666WRlILqyVLZkODGTryIbKk_TajGq7TTazdDr6
Scale=1:38.9
0-2-20-2-2T1
T2
T3
T4
B1
W3
W4 W5 W6 W7 W6 W8W1
W2
W1
W9B2
1
2
3 4
5
6
7
14 13 12 11 10 9 8
15
16
17 18 19 20
21
22 23 24
3x4
4x4
4x4
2x4 3x44x8
4x8
3x4 1.5x4
3x8
3x5
3x4
3x8
5-2-05-2-0 7-9-112-7-11 12-8-114-11-0 17-7-114-11-0 20-2-02-6-5
5-2-05-2-0 7-9-112-7-11 12-8-114-11-0 17-7-114-11-0 20-2-02-6-5 21-2-121-0-12
1-3-42-11-145-1-121-3-42-11-149.0012
PlateOffsets(X,Y)-- [1:0-1-0,0-1-8], [3:0-5-0,0-1-12], [5:0-2-0,0-1-12], [6:0-1-12,0-1-8], [8:0-2-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.510.54
0.79
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.08-0.17
0.04
(loc)
11-1211-12
8
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 91 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)14=738/0-6-0(min. 0-1-8), 8=827/0-6-0(min. 0-1-8)
Max Horz14=-154(LC 8)Max Uplift14=-186(LC 13), 8=-452(LC 13)
MaxGrav14=793(LC 59), 8=959(LC 105)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-889/258, 2-15=-804/281, 2-16=-825/283, 3-16=-869/273, 3-17=-1515/482,17-18=-1516/482, 4-18=-1518/482, 4-19=-766/397, 19-20=-764/397, 5-20=-763/397,
5-6=-966/455, 1-14=-741/213, 6-8=-951/465
BOT CHORD 12-13=-401/1526, 12-22=-625/1751, 11-22=-625/1751, 11-23=-625/1751,10-23=-625/1751, 10-24=-625/1751, 9-24=-625/1751
WEBS 2-13=-258/898, 3-13=-1273/460, 4-12=-364/305, 4-9=-1178/335, 5-9=-49/316,1-13=-139/586, 6-9=-393/890
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 plategrip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 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=186, 8=452.
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) 77 lb down and 69 lb up at 11-6-15, 77 lb down and 69 lb up at 13-6-15, and 77 lb down and 69 lb up at 15-6-15, and 230 lb down and 175 lb up at 17-7-11
on top chord, and 22 lb down and 32 lb up at 11-6-15, 22 lb down and 32 lb up at 13-6-15, and 22 lb down and 32 lb up at 15-6-15, and 50 lb down and 57 lb up at 17-6-15 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility of others.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T16
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:432018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-15?5666WRlILqyVLZkODGTryIbKk_TajGq7TTazdDr6
NOTES-
11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51, 2-3=-51, 3-5=-61, 5-6=-51, 6-7=-51, 8-14=-20Concentrated Loads(lb)
Vert: 9=2(F) 22=0(F) 23=0(F) 24=0(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T17
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:452018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zU7rXo7mzNY24Ffjh9QhLuwB7P05SLN?j8caYSzdDr4
Scale:3/16"=1'
W1
T1
T2
B1
W1 W2 W1 W3 W1 W4
W5
W6 W8
B2
W7
1 2 3 4
5
6
7
15 14 13 12 11 10 8
16 17 18
19
20
21
22
9
4x4
4x4 4x4
2x4
3x4
4x4
3x5
4x4
3x4
3x8
3x4
3x4
4x4
3x6
1-3-01-3-0 6-9-35-6-3 12-3-55-6-3 18-3-35-11-14 21-9-83-6-5 24-0-02-2-8
1-3-01-3-0 6-9-35-6-3 12-3-55-6-3 17-1-154-10-9 20-9-133-7-14 24-0-03-2-3
10-0-01-2-810-0-09.0012
PlateOffsets(X,Y)-- [2:0-1-12,0-2-0], [5:0-1-4,0-1-8], [11:0-2-8,0-1-8], [13:0-1-12,0-2-0], [14:0-2-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.940.54
0.90
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.06-0.17
0.04
(loc)
10-1110-11
8
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 151 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W5,W6,W8,W7: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-6-5 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-0-9 oc bracing.WEBS 1 Row at midpt 1-15, 2-14, 3-13, 5-11
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=1229/0-6-0(min. 0-2-6), 8=1413/2-6-0(min. 0-2-10), 9=105/0-3-8(min. 0-1-8)Max Horz14=-385(LC 12)
Max Uplift14=-318(LC 12), 8=-253(LC 17)MaxGrav14=1509(LC 34), 8=1658(LC 35), 9=134(LC 7)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-16=-632/255, 3-16=-632/255, 3-17=-853/301, 17-18=-853/301, 4-18=-853/301,
4-19=-1065/315, 19-20=-1099/309, 5-20=-1400/327, 5-21=-1870/342, 6-21=-2095/390
BOT CHORD 13-14=-416/422, 12-13=-164/676, 11-12=-164/676, 10-11=-193/1481, 9-10=-253/1509,8-9=-253/1509
WEBS 2-14=-1453/494, 2-13=-310/1268, 3-13=-991/337, 3-11=-231/738, 4-11=-51/321,5-11=-1012/330, 6-8=-2178/343
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 12-3-5,Exterior(2) 12-3-5 to 15-3-5zone;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=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
3) Unbalancedsnowloads have been considered for this design.4)Provide adequate drainage to preventwater ponding.
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)14=318, 8=253.
7)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=1.15Uniform Loads(plf)
Vert: 1-4=-61, 7-21=-51, 8-15=-20
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T17
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:452018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zU7rXo7mzNY24Ffjh9QhLuwB7P05SLN?j8caYSzdDr4
LOADCASE(S)Standard
Trapezoidal Loads(plf)
Vert: 4=-51-to-21=-291
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T18
TrussType
PiggybackBaseGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:472018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-vsFbyU90V_omJZp6oaS9RJ0cVCm7wMOIBS5hcLzdDr2
Scale=1:64.7
0-2-20-2-2W1
T1
T2
T3
T4
B1
W1 W2 W1 W3 W1
W4 W5
W6 W7 W8
W9
B2
1 2 3 4
5
6
7
8 9
16 15 14 13 12 11 10
20 21
22
23
24
3x4
3x4 4x4
4x8
4x4
3x4
1.5x4
3x4
3x4
5x8
3x4
3x4 3x4
1.5x4
3x4
1-3-01-3-0 6-9-35-6-3 12-3-55-6-3 16-11-84-8-3 21-7-114-8-3 21-9-60-1-11
22-7-11
0-10-5
26-0-03-4-5
1-3-01-3-0 6-9-35-6-3 12-3-55-6-3 16-11-84-8-3 21-7-114-8-3 22-7-111-0-0 26-0-03-4-5 27-0-121-0-12
10-0-02-9-100-5-810-0-09.0012
PlateOffsets(X,Y)-- [5:0-1-12,0-1-8], [6:0-5-0,0-1-12], [7:0-1-12,0-1-0], [13:0-2-12,0-3-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.620.25
0.49
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.02-0.06
0.01
(loc)
1314-15
8
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 162 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W5,W6,W7,W8,W9: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 1-16, 2-15, 3-14
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)15=870/0-6-0(min. 0-1-13), 11=1010/0-5-4(min. 0-1-15), 8=141/0-3-8(min. 0-1-8)Max Horz15=-399(LC 10)
Max Uplift15=-261(LC 85), 11=-302(LC 13), 8=-71(LC 13)MaxGrav15=1140(LC 73), 11=1252(LC 38), 8=296(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-424/140, 3-20=-431/183, 20-21=-431/183, 4-21=-431/183, 4-22=-506/167,
5-22=-659/137, 5-23=-657/109, 6-23=-774/83
BOT CHORD 14-15=-194/322, 13-14=-118/490, 12-13=0/521WEBS2-15=-1092/386, 2-14=-207/848, 3-14=-619/246, 3-13=-91/292, 5-13=-257/187,
5-12=-269/54, 6-12=0/751, 6-11=-997/183
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; porchright exposed;
Lumber DOL=1.60 plate grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.3) 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)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) 8 except(jt=lb)15=261, 11=302.
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) 134 lb down and 113 lb up at
21-7-11, and 134 lb down and 113 lb up at 22-7-11 on top chord, and 33 lb down and 55 lb up at 21-7-11, and 43 lb down and 55 lb
up at 22-7-11 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
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T18
TrussType
PiggybackBaseGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:472018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-vsFbyU90V_omJZp6oaS9RJ0cVCm7wMOIBS5hcLzdDr2
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-4=-61, 4-6=-51, 6-7=-61, 7-9=-51, 16-17=-20
Concentrated Loads(lb)Vert: 11=-3(B) 10=-3(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T19
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:482018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-N3p_9qAeGIwdxjOIMHzOzXYomc3pfpISQ6qE9nzdDr1
Scale:3/16"=1'0-2-20-2-2W1
T1
T2
T3
T4
B1
W1 W2 W1 W3 W1
W4
W5
W6 W7
W8
B2
1 2 3 4
5
6 7
8 9
15 14 13 12 11 10
19 20 21 22
2324
25
26
27 28
4x4
3x4 5x6
5x6
4x4
3x4
3x5
3x4
3x4
5x8 3x8
3x4
1.5x4
3x4
1-3-01-3-0 6-9-35-6-3 12-3-55-6-3 18-11-116-8-5 19-11-111-0-0 21-9-61-9-11 26-0-04-2-10
1-3-0
1-3-0
6-9-3
5-6-3
12-3-5
5-6-3
18-11-11
6-8-5
19-11-11
1-0-0
21-9-6
1-9-11
26-0-0
4-2-10
27-0-12
1-0-12
10-0-04-9-100-5-810-0-09.0012
PlateOffsets(X,Y)-- [4:0-4-0,0-2-0], [6:0-2-0,0-1-12], [7:0-1-12,0-1-8], [11:0-2-0,0-1-8], [12:0-2-12,0-3-4], [14:0-2-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.530.41
0.51
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.09-0.24
0.01
(loc)
11-1211-12
10
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 164 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2: 2x6SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except*
W5,W6,W7,W8: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.WEBS 1 Row at midpt 1-15, 2-14, 3-13, 4-12, 5-12
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)14=882/0-6-0(min. 0-1-13), 10=1006/0-5-4(min. 0-1-15), 8=127/0-3-8(min. 0-1-8)Max Horz14=-399(LC 14)
Max Uplift14=-256(LC 12), 10=-140(LC 17), 8=-34(LC 17)MaxGrav14=1157(LC 41), 10=1246(LC 42), 8=289(LC 42)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-19=-432/213, 3-19=-432/213, 3-20=-479/217, 20-21=-479/217, 21-22=-479/217,
4-22=-479/217, 4-23=-566/196, 23-24=-576/172, 24-25=-580/170, 5-25=-735/164,
5-6=-263/86, 6-7=-410/105BOT CHORD 13-14=-433/448, 12-13=-121/495, 11-12=0/462
WEBS 2-14=-1106/428, 2-13=-233/863, 3-13=-646/263, 3-12=-149/317, 5-11=-845/216,6-11=-135/326, 7-11=0/681, 7-10=-1173/113
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 12-3-5,Exterior(2) 12-3-5 to 15-3-5,Interior(1) 18-11-11 to 27-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-Cformembers 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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
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)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) 8 except(jt=lb)14=256, 10=140.
8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T20
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:502018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-KRwkaWBvovALA0YhTi0s2ye6mQk47hsltQKLDgzdDr?
Scale=1:61.9
0-2-20-2-2W1
T1
T2
T3
T4
B1
W2 W1 W3 W1
W4 W5 W6
W7 W8
B2
1 2 3
4
5
6
7
8
15 13 12 11 10 9
19 20 21 22
23
24
25
26
27
14
4x4
4x4 4x4
4x8
4x6
3x4
3x4
5x8 1.5x4
3x4
3x4
1.5x4 3x4
1-2-81-2-8 6-3-75-0-15 12-3-55-11-15 16-3-114-0-5 17-3-111-0-0 21-9-64-5-11 26-0-04-2-10
6-3-76-3-7 12-3-55-11-15 16-3-114-0-5 17-3-111-0-0 21-9-64-5-11 26-0-04-2-10 27-0-121-0-12
10-0-06-9-100-5-810-0-09.0012
PlateOffsets(X,Y)-- [1:0-1-8,0-1-12], [4:0-5-0,0-1-12], [5:0-3-0,0-1-12], [6:0-1-12,0-1-8], [12:0-2-12,0-3-0], [13:0-1-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.690.49
0.63
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.07-0.16
0.01
(loc)
11-1211-12
9
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 155 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2 *Except*W5,W6,W7,W8: 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,Except:8-7-10 oc bracing: 14-15
9-0-2 oc bracing: 13-14.WEBS 1 Row at midpt 1-15, 2-13
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.All bearings 0-3-8 except(jt=length) 15=1-6-0, 9=0-5-4.(lb)-Max Horz15=-399(LC 14)Max UpliftAll uplift 100 lb orless at joint(s) 7, 14 except 15=-350(LC 12),
9=-127(LC 17)MaxGravAllreactions 250 lb orless at joint(s) 14 except 15=1044(LC 41),
9=1028(LC 42), 7=503(LC 42)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-1076/292, 1-19=-537/218, 2-19=-537/218, 2-20=-576/234, 20-21=-576/234,21-22=-576/234, 3-22=-576/234, 3-23=-667/241, 23-24=-713/224, 24-25=-723/219,4-25=-727/215, 4-5=-596/194, 5-26=-740/196, 6-26=-866/168, 6-27=-269/104,
7-27=-388/86BOT CHORD 14-15=-428/443, 13-14=-428/443, 12-13=-127/573, 11-12=-16/592, 10-11=-17/596
WEBS 1-13=-274/990, 2-13=-750/295, 2-12=-128/313, 4-11=-279/62, 6-10=0/519,6-9=-969/170
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 12-3-5,Exterior(2) 12-3-5 to 15-3-5,
Interior(1) 16-3-11 to 27-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-Cformembers 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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
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)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) 7, 14 except(jt=lb) 15=350, 9=127.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T20
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:512018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-odU6osCXZDJCoA6t1QX5b9AHWq4Js85u643vl6zdDr_
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T21
TrussType
PiggybackBase
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:522018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Gq2U?BD9KWR3QKh3b72K8NjOQDPXbdO1LkpSHYzdDqz
Scale=1:65.6
0-2-20-2-2T1
T2 T3
T4
T5
B1
W3 W4 W3
W4
W3 W5 W6
W7 W8
W1
W2
B2
1
2 3 4
5
6
7
89
16 15 14 13 12 11 10
20 21 22
23
24
25
4x6
8x8 4x6
4x8
5x6
3x4 3x5 3x5
3x4
5x6
1.5x4
3x4
3x4
1.5x4 3x4
2-0-11
2-0-11
9-2-0
7-1-5
16-3-5
7-1-5
17-7-11
1-4-5
18-7-11
1-0-0
25-9-6
7-1-11
30-0-0
4-2-10
2-0-11
2-0-11
9-2-0
7-1-5
16-3-5
7-1-5
17-7-11
1-4-5
18-7-11
1-0-0
25-9-6
7-1-11
30-0-0
4-2-10
31-0-12
1-0-12
8-5-88-9-1010-0-00-5-810-0-09.0012
PlateOffsets(X,Y)-- [1:Edge,0-1-8], [2:0-6-0,0-2-0], [4:0-3-12,0-1-12], [5:0-4-0,0-1-13], [6:0-3-3,Edge], [7:0-1-8,0-1-8], [8:0-4-4,0-0-11], [10:0-2-4,0-0-12], [13:0-3-0,0-3-0],[14:0-2-0,0-1-8], [15:0-1-12,0-1-8]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15YESIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.93
0.560.50
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.12
-0.220.03
(loc)13-14
13-148
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 183 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except*
W8: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 2-15, 3-14, 3-13, 5-12, 6-11, 1-16
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)16=1013/0-6-0(min. 0-2-1), 10=1032/0-5-4(min. 0-2-11), 8=274/0-3-8(min. 0-1-8)
Max Horz16=-379(LC 14)Max Uplift16=-155(LC 12), 10=-549(LC 17), 8=-336(LC 57)MaxGrav16=1324(LC 42), 10=1727(LC 43), 8=557(LC 60)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-363/236, 2-20=-916/245, 3-20=-916/245, 3-21=-864/228, 21-22=-864/228,
4-22=-864/228, 4-5=-1001/232, 5-6=-863/192, 6-23=-1021/198, 23-24=-1076/182,7-24=-1133/158, 7-25=-771/819, 8-25=-829/685, 1-16=-1318/184
BOT CHORD 15-16=-367/367, 14-15=-213/401, 13-14=-212/916, 12-13=-156/858, 11-12=-156/863,10-11=-560/684, 8-10=-560/684WEBS2-15=-1043/300, 2-14=-200/1092, 3-14=-718/251, 4-13=0/272, 5-12=-285/13,
6-11=-259/258, 7-11=-206/851, 7-10=-1587/597, 1-15=-206/1173
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 5-0-11,Interior(1) 5-0-11 to 16-3-5,Exterior(2) 16-3-5 to 21-7-11,Interior(1) 21-7-11 to 31-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C
formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)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)16=155, 10=549, 8=336.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T22
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:532018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-k0ctDXEn4qZw1UGG9rZZgaFaSdkqK3cBZOY?p?zdDqy
Scale=1:74.7
0-2-20-2-2T1
T2
T4
B1
W3 W4
W5 W6 W7 W6 W5
W8
W9
W10
W1
W2
T3
T5
B3B2
1
2
3 4 5 6
7
8
9
10 11
19 18 17 16 15 14 13 12
23
24
25
26
2728 29 30
31
32
33
344x6
5x6 3x10MT18H
3x6
3x4 3x6
3x4
4x4 3x4 3x10
1.5x4 5x6
3x4
3x4
3x4
1.5x4
3x6 3x5
6-1-16-1-1 11-5-05-3-15 19-8-08-3-0 27-11-08-3-0 35-9-67-10-6 40-0-04-2-10
6-1-16-1-1 11-5-05-3-15 19-8-08-3-0 27-11-08-3-0 32-9-14-10-1 35-9-63-0-5 40-0-04-2-10 41-0-121-0-12
0-11-89-4-29-6-40-5-89-4-29.0012
PlateOffsets(X,Y)-- [1:0-3-0,0-1-8], [2:0-1-12,0-1-8], [3:0-3-0,0-2-0], [6:0-3-0,0-2-0], [8:0-1-12,0-1-8], [15:0-2-8,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.850.62
0.57
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.11-0.33
0.07
(loc)
15-1715-17
12
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 196 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2: 2x4SPF 2100F 1.8E,T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W5,W6,W7: 2x4SPF 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,Except:6-0-0 oc bracing: 10-12.
WEBS 1 Row at midpt 4-15, 6-13, 8-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)19=1318/0-6-0(min. 0-2-5), 12=1658/0-5-4(min. 0-2-13), 10=64/0-3-8(min. 0-1-8)
Max Horz19=-260(LC 14)Max Uplift19=-132(LC 16), 12=-116(LC 17), 10=-85(LC 52)MaxGrav19=1477(LC 39), 12=1808(LC 39), 10=119(LC 43)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-23=-1905/266, 23-24=-1790/273, 24-25=-1778/276, 2-25=-1722/297, 2-26=-1719/327,
3-26=-1636/361, 3-27=-1725/375, 27-28=-1725/374, 4-28=-1728/374, 4-5=-1725/373,5-29=-1726/373, 29-30=-1725/374, 6-30=-1725/374, 6-7=-1266/307, 7-31=-1331/282,
8-31=-1334/277, 8-32=-9/259, 9-33=-17/272, 1-19=-1413/243BOT CHORD 18-19=-236/420, 17-18=-253/1432, 16-17=-209/1354, 15-16=-209/1354, 14-15=-87/1073,13-14=-87/1073, 12-13=-16/626
WEBS 2-17=-465/217, 3-17=-71/471, 3-15=-210/552, 4-15=-955/285, 6-15=-212/971,6-13=-362/181, 8-13=-106/684, 8-12=-1692/173, 9-12=-307/170, 1-18=-90/1235
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 11-5-0,Exterior(2) 11-5-0 to 32-1-15,
Interior(1) 32-1-15 to 41-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C
formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates 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) 10 except(jt=lb)19=132, 12=116.
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T22
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:542018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-CCAFQtEPr8hnferSiY4oDoolC1333WsKo2IZLRzdDqx
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T23
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:552018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-gPkddDF1cRpeHoQeGGb1l?LwsRP4oskU1i16ttzdDqw
Scale=1:74.2
0-2-20-2-2T1
T2
T4
B1
W3
W4 W5 W6 W5 W6 W5 W4
W7 W8
W1 W2
T3
B3B2
1
2
3 4 5 6 7
8
9
10
18 17 16 15 14 13 12 11
22
23
24
25 26 27 28 29 30
31
32 33
3x4
5x6 3x6
3x63x4
4x4
3x8
1.5x4
3x4
4x4
5x6
4x4
4x4
2x43x63x6 3x5
8-9-08-9-0 15-11-127-2-12 23-4-47-4-8 30-7-07-2-12 35-9-65-2-6 40-0-04-2-10
4-1-04-1-0 8-9-04-8-0 15-11-127-2-12 23-4-47-4-8 30-7-07-2-12 35-9-65-2-6 40-0-04-2-10 41-0-121-0-12
0-11-87-4-27-6-40-5-87-4-29.0012
PlateOffsets(X,Y)-- [3:0-3-0,0-2-0], [7:0-3-0,0-2-0], [8:0-1-12,0-1-12], [12:0-1-12,0-1-12], [14:0-1-12,0-2-0], [15:0-2-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.860.63
0.97
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.13-0.35
0.08
(loc)
17-1817-18
11
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 186 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2,T3: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W5: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)11=1840/0-5-4(min. 0-3-5), 18=1326/0-6-0(min. 0-2-4), 9=-72/0-3-8(min. 0-1-8)
Max Horz18=-208(LC 14)Max Uplift11=-201(LC 12), 18=-127(LC 13), 9=-220(LC 52)
MaxGrav11=2097(LC 38), 18=1439(LC 38), 9=122(LC 49)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-22=-355/41, 22-23=-286/45, 2-23=-271/59, 2-24=-1901/305, 3-24=-1835/336,3-25=-2176/394, 25-26=-2176/393, 4-26=-2179/393, 4-27=-2176/392, 27-28=-2176/392,
5-28=-2176/392, 5-6=-1983/371, 6-29=-1984/372, 29-30=-1983/372, 7-30=-1983/372,
7-31=-1090/252, 8-31=-1171/219, 8-32=-62/560, 32-33=-75/520, 9-33=-87/518,1-18=-313/70
BOT CHORD 17-18=-296/1401, 16-17=-249/1522, 15-16=-249/1522, 14-15=-289/1983, 13-14=-97/932,12-13=-97/932, 11-12=-415/88, 9-11=-415/88WEBS2-17=-253/227, 3-17=-16/323, 3-15=-243/918, 4-15=-688/229, 5-15=-72/267,
5-14=-879/281, 7-14=-270/1474, 7-12=-749/186, 8-12=-191/1589, 8-11=-1979/298,2-18=-1654/284
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 8-9-0,Exterior(2) 8-9-0 to 34-9-15,
Interior(1) 34-9-15 to 41-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-C
formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
11=201, 18=127, 9=220.9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T24
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:562018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8bH?rZGfNlxVux?rqz7GIDt2orj_WLndFLngQKzdDqv
Scale=1:75.3
0-2-20-2-2T1
T2
T4
B1
W3 W4 W5 W6 W5 W6 W5 W4 W3
W7 W8
W1
T3
B3B2W2
1
2 3 4 5 6 7
8
9 10
19 18 17 16 15 1413 12 11
23
24
25 26 27 28 29 30
31
3210x10
5x6 3x6
3x10MT18H4x4
4x4
3x4
3x8
1.5x4 3x4
4x6
5x6
4x6
5x6
3x4
3x6
3x5
6-1-06-1-0 12-7-106-6-9 19-8-07-0-6 26-8-67-0-6 33-3-06-6-9 35-9-62-6-6 40-0-04-2-10
6-1-06-1-0 12-7-106-6-9 19-8-07-0-6 26-8-67-0-6 33-3-06-6-9 35-9-62-6-6 40-0-04-2-10 41-0-121-0-12
0-11-85-4-25-6-40-5-85-4-29.0012
PlateOffsets(X,Y)-- [1:Edge,0-8-4], [2:0-3-0,0-2-0], [7:0-4-0,0-2-0], [8:0-3-0,0-2-4], [12:0-3-0,0-1-8], [13:0-2-12,0-1-12], [15:0-2-0,0-1-8], [18:0-2-0,0-1-12], [19:0-1-12,0-0-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.970.71
0.86
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.19-0.44
0.08
(loc)
15-1715-17
11
l/defl
>999>976
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 176 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4,W6: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied, except end verticals.
BOT CHORD Rigidceiling directly applied or 5-5-8 oc bracing.
WEBS 1 Row at midpt 3-15
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)19=1300/0-6-0(min. 0-2-4), 11=2343/0-5-4(min. 0-4-4), 9=-495/0-3-8(min. 0-1-8)
Max Horz19=-156(LC 14)Max Uplift19=-173(LC 13), 11=-384(LC 12), 9=-708(LC 38)
MaxGrav19=1431(LC 38), 11=2719(LC 38), 9=160(LC 13)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-23=-1939/264, 23-24=-1894/272, 2-24=-1847/294, 2-25=-2584/439, 25-26=-2585/439,3-26=-2588/439, 3-27=-2585/447, 4-27=-2585/447, 4-5=-2585/447, 5-28=-2585/447,
6-28=-2585/447, 6-29=-1881/341, 29-30=-1879/342, 7-30=-1878/342, 8-31=-228/1350,
31-32=-230/1310, 9-32=-244/1304, 1-19=-1375/243BOT CHORD 18-19=-152/403, 17-18=-272/1527, 16-17=-446/2585, 15-16=-446/2585, 14-15=-306/1878,
13-14=-306/1878, 11-12=-1043/188, 9-11=-1043/188WEBS2-17=-296/1341, 3-17=-685/265, 4-15=-420/199, 6-15=-184/869, 6-13=-1186/321,7-13=-385/2162, 7-12=-1560/325, 8-12=-309/1998, 8-11=-2581/342, 1-18=-219/1397
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 6-1-0,Exterior(2) 6-1-0 to 37-5-15,
Interior(1) 37-5-15 to 41-0-12zone;cantileverleft and right exposed ; end verticalleft and right exposed; porchright exposed;C-Cformembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates 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)19=173, 11=384, 9=708.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T25
TrussType
HalfHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:592018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ZAz8TbIYggJ3lPkQV5gzwrVgT2r0jiU3yJ?K0ezdDqs
Scale=1:62.9
0-2-2T1
T2
W3
B1
W1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2
T3T3
B3B2HW1
1
2 3 4 5 6 7 8 9 10
18 17 16 15 14 13 12 11
22 23 24 25 26 27 28 29 30 31 32 33 34 35
3637 38 39 40 41 42 43 44 45 46 47 48 49 50
5x6 4x8 5x6
3x6
2x4 4x6
4x4
8x8
4x4 2x4
4x8
4x4
4x6
4x6
5x6
4x8
5x12MT18H5x8
3-5-03-5-0 8-8-75-3-7 14-1-95-5-3 19-6-125-5-3 24-11-155-5-3 30-5-15-5-3 36-0-05-6-15
3-5-03-5-0 8-8-75-3-7 14-1-95-5-3 19-6-125-5-3 24-11-155-5-3 30-5-15-5-3 36-0-05-6-15
0-11-83-4-23-6-43-4-29.0012
PlateOffsets(X,Y)-- [1:Edge,0-1-3], [1:0-0-14,0-4-4], [1:0-0-7,0-0-9], [2:0-3-12,0-2-0], [9:0-2-12,0-2-0], [10:0-1-12,0-2-8], [11:0-4-4,0-1-8], [12:0-1-12,0-2-8], [13:0-2-12,0-2-0],[16:0-4-0,0-5-0], [17:0-1-12,0-2-0]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.56
0.370.86
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.42
-0.670.10
(loc)15-16
15-1611
l/defl>999
>643n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 227 lb FT= 14%
GRIP197/144
244/190
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*
T1: 2x6SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2WEDGE
Left: 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-4 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 6-3-4 oc bracing.
WEBS 1 Row at midpt 10-12
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=1714/0-5-4(min. 0-1-11), 1=1760/0-6-0(min. 0-1-10)
Max Horz1=109(LC 11)Max Uplift11=-971(LC 9), 1=-866(LC 9)
MaxGrav11=2011(LC 30), 1=1949(LC 30)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-2=-2625/1197, 2-22=-4481/2131, 22-23=-4482/2131, 23-24=-4482/2131,3-24=-4484/2131, 3-25=-5526/2734, 25-26=-5526/2734, 26-27=-5526/2734,
4-27=-5526/2734, 4-28=-5630/2846, 5-28=-5630/2846, 5-29=-5630/2846,
6-29=-5630/2846, 6-30=-5630/2846, 30-31=-5630/2846, 7-31=-5630/2846,7-8=-4879/2434, 8-32=-4879/2434, 32-33=-4879/2434, 9-33=-4879/2434,
9-34=-3144/1515, 34-35=-3144/1515, 10-35=-3144/1515, 10-11=-1904/966BOT CHORD 1-36=-1023/2079, 36-37=-1023/2079, 18-37=-1023/2079, 18-38=-1027/2080,
38-39=-1027/2080, 39-40=-1027/2080, 17-40=-1027/2080, 17-41=-2178/4482,
41-42=-2178/4482, 16-42=-2178/4482, 16-43=-2798/5545, 43-44=-2798/5545,15-44=-2798/5545, 14-15=-2468/4879, 14-45=-2468/4879, 13-45=-2468/4879,
13-46=-1528/3144, 46-47=-1528/3144, 47-48=-1528/3144, 12-48=-1528/3144
WEBS 2-17=-1347/2743, 3-17=-1165/673, 3-16=-708/1298, 4-16=-470/366, 6-15=-365/307,7-15=-483/900, 7-13=-781/521, 9-13=-1064/1997, 9-12=-1506/832, 10-12=-1682/3510
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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.5)Provide adequate drainage to preventwater ponding.
6)All plates areMT20 plates unless otherwiseindicated.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T25
TrussType
HalfHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:45:592018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ZAz8TbIYggJ3lPkQV5gzwrVgT2r0jiU3yJ?K0ezdDqs
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=971, 1=866.
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) 89 lb down and 89 lb up at 3-10-4, 94 lb down and 89 lb up at 5-10-4, 94 lb down and 89 lb up at 7-10-4, 94 lb down and 89 lb up at 9-10-4, 94 lb down and 89 lb up at 11-10-4, 94 lb down and 89 lb up at 13-10-4, 94 lb down and 89 lb up
at 15-10-4, 94 lb down and 89 lb up at 17-10-4, 94 lb down and 89 lb up at 19-10-4, 94 lb down and 89 lb up at 21-10-4, 94 lb down and 89 lb up at 23-10-4, 94 lbdown and 89 lb up at 25-10-4, 94 lb down and 89 lb up at 27-10-4, 94 lb down and 89 lb up at 29-10-4, 94 lb down and 89 lb up at 31-10-4, and 94 lb down and 89 lb upat 33-10-4, and 80 lb down and 88 lb up at 35-10-4 on top chord, and 70 lb down and 57 lb up at 0-11-0, 110 lb down and 57 lb up at 1-11-4, 28 lb down and 21 lb up at
3-10-4, 28 lb down and 21 lb up at 5-10-4, 28 lb down and 21 lb up at 7-10-4, 28 lb down and 21 lb up at 9-10-4, 28 lb down and 21 lb up at 11-10-4, 28 lb down and 21lb up at 13-10-4, 28 lb down and 21 lb up at 15-10-4, 28 lb down and 21 lb up at 17-10-4, 28 lb down and 21 lb up at 19-10-4, 28 lb down and 21 lb up at 21-10-4, 28 lb
down and 21 lb up at 23-10-4, 28 lb down and 21 lb up at 25-10-4, 28 lb down and 21 lb up at 27-10-4, 28 lb down and 21 lb up at 29-10-4, 28 lb down and 21 lb up at 31-10-4, and 28 lb down and 21 lb up at 33-10-4, and 36 lb down and 13 lb up at 35-10-4 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility 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=1.15Uniform Loads(plf)
Vert: 1-2=-51, 2-10=-61, 11-19=-20
Concentrated Loads(lb)Vert: 10=-34(F) 11=-26(F) 16=-16(F) 4=-7(F) 6=-7(F) 15=-16(F) 8=-7(F) 14=-16(F) 22=-7(F) 23=-7(F) 24=-7(F) 25=-7(F) 26=-7(F) 28=-7(F) 29=-7(F) 30=-7(F)
31=-7(F) 32=-7(F) 33=-7(F) 34=-7(F) 35=-7(F) 36=-62 37=-110 38=-16(F) 39=-16(F) 40=-16(F) 41=-16(F) 42=-16(F) 43=-16(F) 44=-16(F) 45=-16(F) 46=-16(F)47=-16(F) 48=-16(F) 49=-16(F) 50=-16(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T26
TrussType
HalfHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:002018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-1MXWhxJAR_RwNZIc3pBCS32vSSCzSLBDAzltZ5zdDqr
Scale=1:22.2
T1
W1
B1
1
2
3
4
8
9
10
1.5x4
1.5x43x4
4-5-44-5-4
-1-0-121-0-12 4-5-44-5-4
0-5-83-7-123-5-19.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15NO
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-MP
0.29
0.200.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.03
-0.050.01
(loc)4-7
4-72
l/defl>999
>999n/a
L/d240
180n/a
PLATESMT20
Weight: 17 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-5-4 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)4=167/0-5-4(min. 0-1-8), 2=234/0-3-8(min. 0-1-8)
Max Horz2=146(LC 11)
Max Uplift4=-67(LC 12), 2=-46(LC 12)MaxGrav4=172(LC 19), 2=247(LC 2)
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=1.602)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=1.13) 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) 4, 2.7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.8) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 55 lb down and 47 lb up at
2-1-12 on top chord, and 42 lb down and 17 lb up at 2-1-12 on bottomchord.The design/selection of suchconnection device(s)istheresponsibility 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=1.15Uniform Loads(plf)Vert: 1-3=-51, 4-5=-20
Concentrated Loads(lb)Vert: 8=-34(B) 10=-10(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T27
TrussType
PiggybackBase
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:022018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zlfG5cLQzbhecsS_AEDgXU7AUFiPw1EWeHE_dzzdDqp
Scale=1:83.6
T2
T3
T5
B1
B4
B5
W1 W2
W3
W4 W5
W6 W7
W8
W7 W8
W10
W9
W11
W12 W14
W13
T1
T4
B3B2
HW1
1 2
3
4
5
6 7 8 910
11 12
23 22 21 20 19 18 17 16
1514 13
28
29
30
31
32 33 34 35
36 37
8x10
3x5
5x8 4x8 8x8
3x4
4x12 3x10MT18H
6x8
2x4 5x6
1.5x4 3x4
4x4
3x5
4x4
4x4
2x4
4x8
6x10
6x12
4x4
3x10MT18H
3-6-03-6-0 8-0-114-6-11 12-7-04-6-6 17-2-04-7-0 25-0-127-10-12 32-8-07-7-4 33-6-00-10-0 40-4-06-10-0
-1-2-121-2-12 3-6-03-6-0 8-0-114-6-11 12-7-04-6-6 17-2-04-7-0 25-0-127-10-12 32-8-07-7-4 33-6-00-10-0 38-5-54-11-5 40-4-01-10-11
0-5-09-0-011-0-07-7-02-0-011-0-06.0012
PlateOffsets(X,Y)-- [2:0-3-13,0-2-0], [3:0-3-12,Edge], [5:0-1-12,0-2-0], [6:0-5-4,0-2-12], [9:0-3-4,0-4-4], [10:0-4-0,0-1-15], [11:0-1-8,0-2-0], [13:0-3-0,0-2-12], [16:0-5-8,0-2-8],[17:0-1-12,0-1-12], [19:0-1-8,0-2-0], [21:0-2-4,0-1-8]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.64
0.970.93
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.20
-0.540.43
(loc)19-21
16-1713
l/defl>999
>881n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 280 lb FT= 14%
GRIP197/144
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T2: 2x6SP 2400F 2.0E,T5: 2x4SPF No.2, T1: 2x4SP 2400F 2.0EBOT CHORD2x4SPF No.2 *Except*
B1,B3: 2x4SPF 2100F 1.8EWEBS2x4SPF No.2 *Except*W1,W2,W3,W4,W5: 2x4SPFStud,W10,W11: 2x6SPF No.2
SLIDER Left 2x4SPFStud 3-3-10
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-11-1 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.Except:
1 Row at midpt 9-16WEBS1 Row at midpt 4-21, 5-19, 6-17, 7-17, 11-132 Rows at 1/3 pts 10-14
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=4013/0-6-0(min. 0-5-4), 13=1809/0-6-0(min. 0-2-15)Max Horz2=334(LC 15)
Max Uplift2=-747(LC 16), 13=-187(LC 12)MaxGrav2=4126(LC 2), 13=1887(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-28=-3495/702, 3-28=-3302/670, 3-29=-5178/1022, 4-29=-5008/985, 4-30=-4036/808,
5-30=-3836/787, 5-31=-2992/633, 31-32=-2974/634, 6-32=-2832/646, 6-33=-2454/551,33-34=-2454/551, 7-34=-2454/551, 7-8=-2454/551, 8-35=-2454/551, 9-35=-2454/551,9-10=-1331/388, 10-36=-1157/369, 36-37=-1198/349, 11-37=-1216/345
BOT CHORD 2-23=-1283/5173, 22-23=-1288/5175, 21-22=-1099/4498, 20-21=-842/3431,19-20=-842/3431, 18-19=-620/2603, 17-18=-620/2603, 16-17=-332/1410, 9-16=-980/263,
13-14=-152/379WEBS3-22=-807/224, 4-22=-36/441, 4-21=-1495/363, 5-21=-191/1070, 5-19=-1584/395,6-19=-242/1395, 6-17=-697/191, 7-17=-844/268, 9-17=-297/1562, 14-16=-526/2435,
10-16=-719/3092, 10-14=-3124/764, 11-14=-199/1378, 11-13=-1877/468
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 17-2-0,Exterior(2) 17-2-0 to 37-8-15,Interior(1) 37-8-15 to 40-2-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to all
exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
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 areMT20 plates unless otherwiseindicated.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T27
TrussType
PiggybackBase
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:022018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zlfG5cLQzbhecsS_AEDgXU7AUFiPw1EWeHE_dzzdDqp
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) 2=747, 13=187.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 6-32=-51, 6-10=-61, 10-12=-51, 16-24=-20, 13-15=-20Trapezoidal Loads(plf)
Vert: 1=-371-to-32=-51
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T28
TrussType
PiggybackBase
Qty
5
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:042018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-v8m1WIMhVCxMsAcNIeG9dvDWf3PgOwro5bj5iszdDqn
Scale=1:84.3
T2
T3
T5
B1
B4
B5
W1 W2
W3 W4
W5
W4 W5
W7
W6
W8
W9 W11
W10T1
T4
B3B212
3
4
5
6 7 8 910
11
12
21 20 19 18 17 16
1514 13
25
26
27
28 29 30
313x6
6x8 4x8 6x8
2x4
3x8 3x10MT18H
6x6
2x4
3x4
1.5x4
3x4
3x4
2x4
4x8
10x14MT18H
8x10
3x5
4x4
3x6
8-9-28-9-2 17-2-08-4-14 25-0-127-10-12 32-8-07-7-4 33-6-00-10-0 42-10-09-4-0
-1-2-121-2-12 5-11-145-11-14 11-3-25-3-4 17-2-05-10-14 25-0-127-10-12 32-8-07-7-4 33-6-00-10-0 39-4-85-10-8 42-10-03-5-8
0-5-09-0-011-0-06-4-02-0-011-0-06.0012
PlateOffsets(X,Y)-- [2:0-0-15,0-1-8], [6:0-1-12,0-3-12], [9:0-3-0,0-4-4], [10:0-4-8,0-1-4], [11:0-2-4,0-1-8], [13:0-1-8,0-2-0], [14:0-2-12,Edge], [16:1-0-8,0-5-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.600.92
0.98
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.22-0.64
0.41
(loc)
16-1716-17
13
l/defl
>999>801
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 248 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3,T4: 2x6SPF No.2
BOT CHORD2x4SPF No.2WEBS2x4SPF No.2 *Except*
W1,W2,W11: 2x4SPFStud,W8: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-10-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.Except:1 Row at midpt 9-16
WEBS 1 Row at midpt 5-19, 6-17, 7-17, 10-14, 11-13
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)2=1643/0-6-0(min. 0-2-13), 13=1605/0-6-0(min. 0-2-11)
Max Horz2=297(LC 15)Max Uplift2=-236(LC 16), 13=-122(LC 17)MaxGrav2=1787(LC 39), 13=1714(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-25=-3314/454, 25-26=-3245/478, 3-26=-3182/481, 3-4=-3089/457, 4-5=-2899/474,
5-27=-2346/431, 6-27=-2261/459, 6-28=-2257/467, 28-29=-2258/467, 7-29=-2261/466,7-8=-2257/465, 8-30=-2257/465, 9-30=-2257/465, 9-10=-1475/385, 10-31=-1319/361,
11-31=-1392/338BOT CHORD 2-21=-601/2903, 20-21=-524/2510, 19-20=-524/2510, 18-19=-395/2032, 17-18=-395/2032, 16-17=-292/1549, 15-16=-392/0, 9-16=-671/213, 13-14=-185/668
WEBS 3-21=-322/189, 5-21=-36/447, 5-19=-820/251, 6-19=-76/728, 6-17=-208/350,7-17=-874/272, 9-17=-186/1060, 14-16=-446/2778, 10-16=-639/3051, 10-14=-2949/647,
11-14=-96/960, 11-13=-1712/359
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 17-2-0,Exterior(2) 17-2-0 to 37-8-15,
Interior(1) 37-8-15 to 42-8-4zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. 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 areMT20 plates 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)2=236, 13=122.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T28
TrussType
PiggybackBase
Qty
5
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:042018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-v8m1WIMhVCxMsAcNIeG9dvDWf3PgOwro5bj5iszdDqn
NOTES-
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T29
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:062018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-sWunx_Ox1qB45UmmP3IdiKIrot6Issn5ZvCBmkzdDql
Scale=1:98.5
0-1-110-1-11T2
T3
T4
B1
B4
B5
W1 W2
W3 W4
W5 W6 W7
W6
W9
W10
W8 W11 W12
T1
T5
B3B2
B6 HW2
12
3
4
5
6 7 8
9
10
11
12
13 1425242322212019
18 17
16
15
33
34
35
36
37 38 39 40
41
42 43
3x6
6x6 6x10
4x6
5x6
4x6
3x4 5x6
3x5
2x4
4x4
3x5
4x4 4x8
2x4
8x10
4x4
5x10
4x4
2x44x6 5x10
4x6
6-5-26-5-2 11-11-45-6-2 17-6-85-7-4 25-1-47-6-12 32-8-07-6-12 39-6-96-10-9 46-4-136-10-4 53-4-06-11-3
-1-2-121-2-12 6-5-26-5-2 11-11-45-6-2 17-6-85-7-4 25-1-47-6-12 32-8-07-6-12 33-1-80-5-8 39-6-96-5-1 46-4-136-10-4 53-4-06-11-3 54-6-121-2-12
0-5-09-0-911-2-41-1-02-0-06.0012
PlateOffsets(X,Y)-- [2:0-1-3,0-0-14], [6:0-2-12,0-0-12], [8:0-1-12,0-3-12], [13:0-5-6,0-0-1], [17:0-4-12,0-2-12], [19:0-7-8,0-6-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.680.84
0.89
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.26-0.67
0.27
(loc)
19-2019-20
13
l/defl
>999>950
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 326 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T2,T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B6: 2x6SP 2400F 2.0E
WEBS 2x4SPF No.2 *Except*W1,W2,W3,W12: 2x4SPFStudSLIDERRight 2x6SPF No.2 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-5-6 oc purlins.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 7-20, 8-20
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=2041/0-6-0(min. 0-3-8), 13=2016/0-6-0(min. 0-1-13)
Max Horz2=-221(LC 17)
Max Uplift2=-253(LC 16), 13=-284(LC 17)MaxGrav2=2236(LC 39), 13=2198(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-33=-4202/547, 33-34=-4135/560, 3-34=-4084/575, 3-35=-3825/570, 4-35=-3727/581,
4-5=-3635/597, 5-36=-3262/566, 6-36=-3184/593, 6-37=-3320/637, 37-38=-3321/636,7-38=-3325/635, 7-39=-3322/634, 39-40=-3320/634, 8-40=-3320/635, 8-41=-3512/631,
9-41=-3609/601, 9-10=-3316/560, 10-42=-3330/544, 42-43=-3372/539, 11-43=-3440/531,
11-12=-3621/518, 12-13=-1261/114BOT CHORD 2-25=-373/3698, 24-25=-373/3698, 23-24=-301/3334, 22-23=-301/3334, 21-22=-196/2852,
20-21=-196/2852, 19-20=-255/3206, 8-19=-109/1199, 16-17=-365/3143,15-16=-365/3143, 13-15=-365/3143
WEBS 3-24=-423/161, 5-24=-20/369, 5-22=-792/229, 6-22=-91/712, 6-20=-189/867,
7-20=-871/271, 8-20=-170/410, 9-19=-97/505, 9-17=-746/153, 17-19=-313/3089
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 17-6-8,Exterior(2) 17-6-8 to 37-4-7,Interior(1) 37-4-7 to 54-6-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)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)2=253, 13=284.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T29
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:062018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-sWunx_Ox1qB45UmmP3IdiKIrot6Issn5ZvCBmkzdDql
NOTES-
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T30
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:082018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ov0XMgPBYRSoKnw8XUK5nlN98gwRKqDO0DhIrdzdDqj
Scale=1:99.7
0-1-110-1-11T2
T3
T5
B1
B3
B4
B5
B6
B7
B8
W1 W2
W3 W4 W5 W4
W7
W6
W8
W10
W9
W11 W12
W13
W15
W14
W18W17
T1
T4
T6B212
3
4
5 6 7 8 9
10
11
12
13
14
15
163029282726
25 24 23
22 21 20
19 18 17
34
35
36
37
3839 4041
42
43
44
3x6
5x6 4x6
4x6
4x6 4x6
3x4
3x4 3x4
3x4
6x8
5x6
3x4 6x8
3x5
2x4 4x8
4x8
2x4
6x8
6x8
4x8
4x4
4x4
4x8
6x8
4x4
8-3-148-3-14 15-6-87-2-10 22-3-86-9-0 29-0-06-8-8 29-0-80-0-8 35-1-86-1-0 38-4-03-2-8 42-6-04-2-0 46-8-04-2-0 49-10-43-2-4 53-4-03-5-12
-1-2-121-2-12 8-3-148-3-14 15-6-87-2-10 22-3-86-9-0 29-0-86-9-0 35-1-86-1-0 38-4-03-2-8 42-6-04-2-0 46-8-04-2-0 49-10-43-2-4 53-4-03-5-1254-6-121-2-12
0-5-08-0-910-2-41-1-02-0-06.0012
PlateOffsets(X,Y)-- [9:0-2-4,0-1-12], [17:Edge,0-5-4], [17:0-1-12,0-0-0], [20:0-5-8,0-3-0], [22:0-2-12,0-3-0], [26:0-2-12,0-3-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.820.29
0.64
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.05-0.11
0.03
(loc)
20-2120-21
17
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 338 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T2,T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B3,B5: 2x4SPF No.2, B7: 2x4SPFStud
WEBS 2x4SPFStud*Except*W2,W3,W4,W5,W6,W8,W9: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-6 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.Except:1 Row at midpt 8-26
WEBS 1 Row at midpt 6-26, 9-26
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.All bearings 29-0-0 except(jt=length) 17=0-6-0.
(lb)-Max Horz2=-193(LC 17)Max UpliftAll uplift 100 lb orless at joint(s) 2, 27 except 17=-196(LC 17),30=-125(LC 16), 28=-109(LC 13), 26=-213(LC 17)
MaxGravAllreactions 250 lb orless at joint(s) except 2=418(LC 54), 17=905(LC39), 30=680(LC 39), 28=563(LC 54), 27=493(LC 38), 26=1772(LC 2), 26=1670(LC
1), 2=353(LC 1)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 5-37=0/272, 6-7=0/644, 7-40=0/644, 8-40=0/644, 8-41=0/644, 9-41=0/645,9-10=-552/292, 10-42=-473/219, 11-42=-595/209, 11-43=-1043/254, 12-43=-1117/241,12-13=-1558/316, 13-14=-1575/302, 14-44=-1108/236, 15-44=-1165/227, 15-17=-842/220
BOT CHORD 27-28=-315/237, 26-27=-315/237, 8-26=-590/195, 10-22=-291/132, 21-22=-31/934,20-21=-166/1405, 12-20=-14/299
WEBS 3-30=-479/197, 5-28=-454/133, 6-28=0/279, 6-27=-342/126, 6-26=-492/114,9-26=-1234/230, 9-22=-204/982, 11-22=-741/189, 11-21=-24/395, 12-21=-564/161,18-20=-129/913, 14-20=-28/488, 14-18=-482/129, 15-18=-122/816
NOTES-
1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 15-6-8,Exterior(2) 15-6-8 to 39-4-7,
Interior(1) 39-4-7 to 54-6-12zone;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=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T30
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:082018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ov0XMgPBYRSoKnw8XUK5nlN98gwRKqDO0DhIrdzdDqj
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 2, 27, 2 except(jt=lb) 17=196, 30=125, 28=109, 26=213.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T31
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:102018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-kH8InLRS42iVa53XevNZsATYvUbzogqhTXAPvWzdDqh
Scale=1:99.9
0-1-110-1-11T2
T3
T5
B1
B3
B4
B5
B6
B7
B8
W1 W2
W3 W4 W5 W4
W7
W6
W8W9
W10
W12
W11
W13 W14
W15
W17
W16 HW2
T4
T6B2
T1
1 2
3 4
5 6 7 8 9 10 11
12
1314
15 16
17 183231302928
27 26 2524
23 22 21
20 19
40 41
42
4344 45
46
47 48
3x6
5x6 4x6 6x8
4x6
4x6 4x6
3x4
3x4 3x4
3x4
5x6
3x4
5x6
4x4
3x5
2x4
4x8
4x8
2x4
6x10
4x4
4x8
4x8
6x8
4x4
4x4
4x4
6x8
4x4
7-3-14
7-3-14
13-6-8
6-2-10
21-3-8
7-9-0
29-0-0
7-8-8
29-0-8
0-0-8
33-1-0
4-0-8
37-1-8
4-0-8
38-4-0
1-2-8
42-6-0
4-2-0
46-8-0
4-2-0
49-10-4
3-2-4
53-4-0
3-5-12
-1-2-121-2-12 7-3-147-3-14 13-6-86-2-10 21-3-87-9-0 29-0-87-9-0 33-1-04-0-8 37-1-84-0-8 38-4-01-2-8 42-6-04-2-0 46-8-04-2-0 49-10-43-2-4 53-4-03-5-1254-6-121-2-12
0-5-07-0-99-2-41-1-02-0-06.0012
PlateOffsets(X,Y)-- [9:0-2-0,0-2-0], [10:0-2-0,0-2-4], [21:0-5-8,0-3-0], [23:0-2-12,0-3-0], [25:0-2-8,0-2-0], [28:0-4-12,0-4-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.610.35
0.89
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.07-0.13
0.05
(loc)
29-3129-31
17
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 345 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T2,T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B3,B5: 2x4SPF No.2, B7: 2x4SPFStud
WEBS 2x4SPFStud*Except*W4,W6,W8,W9,W10,W11: 2x4SPF No.2SLIDERRight 2x6SPF No.2 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-2-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-28, 9-28, 10-25
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=917/0-4-0(min. 0-1-11), 17=653/0-6-0(min. 0-1-8), 28=2567/0-6-0(min. 0-4-7)
Max Horz2=-186(LC 17)
Max Uplift2=-334(LC 13), 17=-206(LC 17), 28=-618(LC 12)MaxGrav2=1074(LC 39), 17=820(LC 39), 28=2837(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-40=-1664/988, 40-41=-1612/997, 3-41=-1576/1020, 3-4=-1060/751, 4-42=-1034/757,
5-42=-968/780, 5-43=-869/743, 43-44=-870/743, 6-44=-874/742, 6-7=-228/1125,7-8=-228/1125, 8-45=-231/1127, 9-45=-231/1127, 9-10=-170/256, 10-11=-284/288,
11-46=-288/248, 12-46=-380/228, 12-13=-905/286, 13-47=-1309/352, 14-47=-1325/350,
14-48=-1359/343, 15-48=-1380/341, 15-16=-1046/272, 16-17=-380/108BOT CHORD 2-32=-760/1410, 31-32=-760/1410, 30-31=-263/561, 29-30=-263/561, 28-29=-263/561,
8-28=-558/183, 25-26=-381/328, 22-23=-50/748, 21-22=-190/1223, 13-21=-15/285,17-19=-164/885
WEBS 3-32=-154/253, 3-31=-780/384, 6-31=-302/858, 6-29=-203/341, 6-28=-1863/936,
26-28=-383/328, 9-28=-1466/413, 9-26=-106/257, 9-25=-204/1059, 10-25=-669/13,23-25=-119/344, 10-23=-97/654, 12-23=-805/196, 12-22=-29/447, 13-22=-633/167,
19-21=-153/847, 15-21=-27/372, 15-19=-314/104
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)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 13-6-8,Exterior(2) 13-6-8 to 41-4-7,
Interior(1) 41-4-7 to 54-6-12zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T31
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:102018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-kH8InLRS42iVa53XevNZsATYvUbzogqhTXAPvWzdDqh
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=334, 17=206, 28=618.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T32
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:122018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ggF2C1SicgyDpPDvmKP1xaYw0HHhGfV_xrfW_OzdDqf
Scale=1:98.1
0-1-110-1-11T1
T2
T4
B1
B3
B4
B3
B5
B6
B7
W1 W2
W3 W4 W5 W6 W5 W4
W8
W7
W9
W11
W10
W12
W14 W15
W16
W18
W17 HW2
T3
T5B212
3
4 5 6 7 8 9 1011
12
13 14
15
16
17 18333231302928
27 26 25
24 23 22 21
20 19
41
42
43 44 45
46
47 48
5x6 4x6
4x6
4x6 4x6
3x4
3x4 3x4
3x4
6x8
5x6
3x4 5x6
4x4
3x5
2x4
4x8
4x8
2x4 4x4
4x4
4x8
6x10
4x8 6x6
4x4
4x4
4x4
4x4
6x8
4x4
6-3-146-3-14 11-6-85-2-10 17-4-85-10-0 23-2-85-10-0 29-0-05-9-8 29-0-80-0-8 33-8-44-7-12 38-4-04-7-12 39-1-80-9-8 42-10-123-9-4 46-8-03-9-4 49-10-43-2-4 53-4-03-5-12
-1-2-121-2-12 6-3-146-3-14 11-6-85-2-10 17-4-85-10-0 23-2-85-10-0 29-0-85-10-0 33-8-44-7-12 38-4-04-7-12 39-1-80-9-8 42-10-123-9-4 46-8-03-9-4 49-10-43-2-4 53-4-03-5-12 54-6-121-2-12
0-5-06-0-98-2-41-1-02-0-06.0012
PlateOffsets(X,Y)-- [21:0-5-8,0-3-0], [24:0-2-12,0-3-0], [28:0-4-12,0-4-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.440.33
0.55
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.07-0.13
0.04
(loc)
30-3230-32
17
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 345 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B3: 2x4SPF No.2, B6: 2x4SPFStud
WEBS 2x4SPFStud*Except*W4,W6,W9,W10: 2x4SPF No.2SLIDERRight 2x6SPF No.2 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-0 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 5-29, 6-28, 9-28
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=952/0-4-0(min. 0-1-12), 17=690/0-6-0(min. 0-1-8), 28=2535/0-6-0(min. 0-4-6)
Max Horz2=-168(LC 17)
Max Uplift2=-342(LC 13), 17=-197(LC 17), 28=-687(LC 12)MaxGrav2=1122(LC 39), 17=904(LC 39), 28=2801(LC 38)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-41=-1725/1033, 3-41=-1623/1060, 3-42=-1238/843, 4-42=-1163/868, 4-43=-1040/814,
43-44=-1042/813, 5-44=-1045/812, 5-6=-276/372, 6-7=-316/1084, 7-8=-316/1084,8-9=-318/1086, 9-45=-345/231, 10-45=-345/231, 10-11=-351/232, 11-12=-532/237,
12-46=-882/270, 13-46=-1013/259, 13-14=-1463/327, 14-47=-1494/318, 15-47=-1522/313,
15-48=-1137/257, 16-48=-1180/251, 16-17=-417/104BOT CHORD 2-33=-806/1452, 32-33=-806/1452, 31-32=-464/1024, 30-31=-464/1024, 29-30=-464/1024,
28-29=-247/341, 8-28=-423/160, 10-24=-289/94, 23-24=0/401, 22-23=-39/846,21-22=-166/1342, 13-21=-15/317, 17-19=-151/996
WEBS 3-32=-641/317, 4-32=-251/281, 5-32=-92/450, 5-29=-1036/514, 6-29=-500/830,
6-28=-1790/932, 26-28=-205/323, 9-28=-1421/439, 9-26=-136/285, 24-26=-177/281,9-24=-146/872, 11-24=-416/83, 11-23=-78/458, 12-23=-767/182, 12-22=-42/479,
13-22=-653/156, 19-21=-141/952, 15-21=-15/396, 15-19=-363/99
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 11-6-8,Exterior(2) 11-6-8 to 43-4-7,
Interior(1) 43-4-7 to 54-6-12zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T32
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:122018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ggF2C1SicgyDpPDvmKP1xaYw0HHhGfV_xrfW_OzdDqf
NOTES-
8)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 2=342, 17=197, 28=687.
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T33
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:132018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8spQPNTKNz44RZo6K1wGUo45_hcM?457AVO3WqzdDqe
Scale=1:98.0
0-1-110-1-11T1
T2
T4
B1
B3
B4
W1 W2 W3 W4 W5 W4 W3
W7
W6
W8 W9 W10
W11 W12
HW2
T3
B2
B5
1 2
3
4 5 6 7 8 9 10
11
12
13 142423222120
19 18 17 16 15
32
33
3435 36 3738
39
40 41
6x6 4x6
4x6 4x6
3x4
3x4 4x6
4x4
2x4
4x8
2x4 4x8
2x4
8x8
4x4
4x8
4x8
4x4
2x4 5x6
4x4
5x6
9-6-89-6-8 16-0-86-6-0 22-6-86-6-0 29-0-06-5-8 29-0-80-0-8 35-0-116-0-3 41-1-86-0-13 47-9-06-7-8 53-4-05-7-1
-1-2-121-2-12 6-7-116-7-11 9-6-82-10-13 16-0-86-6-0 22-6-86-6-0 29-0-86-6-0 35-0-116-0-3 41-1-86-0-13 47-9-06-7-8 53-4-05-7-1 54-6-121-2-12
0-5-05-0-97-2-41-1-02-0-06.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-0-12], [20:0-2-12,0-4-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.430.37
0.66
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.09-0.16
0.04
(loc)
24-2724-27
13
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 299 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B3: 2x4SPFStud
WEBS 2x4SPFStud*Except*W3,W5,W9: 2x4SPF No.2SLIDERRight 2x6SPF No.2 2-6-0
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-9 oc purlins.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
WEBS 1 Row at midpt 6-20, 9-20
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=999/0-4-0(min. 0-1-13), 20=2480/0-6-0(min. 0-4-5), 13=738/0-6-0(min. 0-1-9)
Max Horz2=-150(LC 17)
Max Uplift2=-357(LC 13), 20=-740(LC 12), 13=-187(LC 17)MaxGrav2=1157(LC 39), 20=2750(LC 38), 13=994(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-32=-1639/982, 32-33=-1559/994, 3-33=-1517/1010, 3-4=-1452/987, 4-34=-1474/928,
34-35=-1476/927, 5-35=-1481/926, 5-36=-1474/924, 6-36=-1474/924, 6-7=-397/1122,7-8=-397/1122, 8-9=-400/1123, 9-37=-602/239, 37-38=-602/239, 10-38=-601/239,
10-39=-668/215, 11-39=-797/192, 11-12=-1183/258, 12-40=-480/89, 13-40=-503/89,
13-41=-603/73BOT CHORD 2-24=-756/1394, 23-24=-647/1288, 22-23=-647/1288, 21-22=-255/557, 20-21=-255/557,
8-20=-434/186, 17-18=-15/287, 16-17=-15/287, 15-16=-138/1119, 13-15=-138/1119WEBS3-24=-383/174, 4-24=-317/471, 4-22=-254/230, 5-22=-664/216, 6-22=-522/1123,
6-21=-167/281, 6-20=-2039/1080, 18-20=0/269, 9-20=-1599/462, 9-16=-201/721,
11-16=-618/189
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 9-6-8,Exterior(2) 9-6-8 to 45-4-7,Interior(1) 45-4-7 to 54-6-12zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)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)2=357, 20=740, 13=187.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T33
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:132018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-8spQPNTKNz44RZo6K1wGUo45_hcM?457AVO3WqzdDqe
NOTES-
9)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T34
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:152018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-5FxBq3VavbKogsyURSykZDAO6VFZTx5QdptAbjzdDqc
Scale=1:97.6
0-1-110-1-11T1
T2 T4 T5
B1
B3
B4
W2
W3 W4 W5 W6 W5 W6 W5 W6 W5W7
W9
W8
W10W11 W12 W14 W15
W17
T3
T6B2
B5 W16
1 2
3
4 5 6 7 8 9 10 11 12
13
1415
16 173130292827262524
23 22 2120 19 18
35 36 37 38 39
40
6x6 4x6
5x6
4x6
4x6 4x6
3x4
3x4 4x6
3x5
2x4 4x4
4x4
4x4
4x8
2x4
4x4
4x6 4x8
6x8
8x10
4x4
4x8
8x8
4x8
4x4
4x4 8x8
3-11-113-11-11 7-6-83-6-13 12-4-64-9-14 17-2-44-9-14 22-0-24-9-14 26-10-04-9-14 29-0-02-2-0
29-0-8
0-0-8
33-3-84-3-0 37-6-84-3-0 40-4-02-9-8 46-7-136-3-13 53-4-06-8-4
-1-2-121-2-12 3-11-113-11-11 7-6-83-6-13 12-4-64-9-14 17-2-44-9-14 22-0-24-9-14 26-10-04-9-14 29-0-82-2-8 33-3-84-3-0 37-6-84-3-0 40-4-02-9-8 46-7-136-3-13 53-4-06-8-4 54-6-121-2-12
0-5-04-0-95-7-07-7-01-1-02-0-06.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-0-12], [18:0-2-12,0-2-4], [18:0-1-9,0-0-13], [24:0-4-8,0-4-8], [25:0-4-12,0-2-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.580.51
0.88
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.11-0.22
0.04
(loc)
27-2927-29
24
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 326 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x6SPF No.2 *Except*
T1: 2x4SPF No.2
BOT CHORD2x6SPF No.2 *Except*B3: 2x4SPFStud,B2: 2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W7,W8: 2x6SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 6-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.
REACTIONS.(lb/size)2=1094/0-4-0(min. 0-1-14), 24=4604/0-6-0(min. 0-4-1), 18=617/0-6-0(min. 0-1-8)Max Horz2=-149(LC 13)
Max Uplift2=-340(LC 8), 24=-1515(LC 8), 18=-222(LC 66)
MaxGrav2=1177(LC 38), 24=4876(LC 37), 18=828(LC 20)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-1879/622, 3-4=-1866/667, 4-35=-2292/874, 5-35=-2298/873, 5-6=-2107/867,6-36=-2107/867, 7-36=-2107/867, 7-8=-1321/654, 8-37=-1321/654, 9-37=-1321/654,
9-10=-628/2171, 10-38=-633/2184, 11-38=-633/2184, 11-39=-278/600, 12-39=-278/602,12-13=-523/308, 13-14=-497/278, 14-15=-582/248, 15-40=-967/300, 16-40=-1111/281,
16-18=-755/253
BOT CHORD 2-31=-495/1656, 30-31=-495/1656, 29-30=-469/1665, 28-29=-740/2291, 27-28=-740/2291, 26-27=-524/1321, 25-26=-642/470, 24-25=-642/470, 10-24=-344/107, 21-22=-196/406,
20-21=-196/406, 19-20=-176/934, 18-19=-86/264
WEBS 3-30=-276/93, 4-30=-79/267, 4-29=-343/790, 5-29=-386/173, 5-27=-324/136,
6-27=-387/136, 7-27=-416/980, 7-26=-852/381, 9-26=-653/1704, 9-25=-760/2026,
9-24=-3874/1447, 22-24=-576/401, 11-24=-2103/520, 11-22=-216/1051, 12-22=-899/146,12-20=-119/519, 13-20=-147/277, 15-20=-643/207, 16-19=-90/673
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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)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)2=340, 24=1515, 18=222.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T34
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:152018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-5FxBq3VavbKogsyURSykZDAO6VFZTx5QdptAbjzdDqc
NOTES-
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) 2117 lb down and 818 lb up at 26-10-0 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)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-4=-51, 4-12=-61, 12-13=-51, 13-16=-51, 16-17=-51, 24-32=-20, 18-23=-20
Concentrated Loads(lb)Vert: 25=-2117(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T35
TrussType
HalfHip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:162018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ZRVZ1PVCguSfI0Xh?AUz6QiWauVCCMfZsTdj79zdDqb
Scale:1/4"=1'0-1-11T1
T2
W3
B1
W1 W2 W3 W4 W3 W2
T3
B21
2
3 4 56 7
12 11 10 9 8
1617
18 19 20
4x6 5x12 4x4
5x64x63x10MT18H1.5x4 3x5
3x4
3x4
5-6-85-6-8 12-2-106-8-2 19-8-147-6-5 26-8-86-11-10
-1-2-121-2-12 5-6-85-6-8 12-2-106-8-2 19-8-147-6-5 26-8-86-11-10
0-5-03-0-93-2-43-0-96.0012
PlateOffsets(X,Y)-- [2:0-0-0,0-0-5], [3:0-3-0,0-0-12], [5:0-2-8,0-3-0], [5:0-0-0,0-1-12], [7:Edge,0-3-8], [8:0-3-0,0-3-0], [11:0-1-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.790.94
0.99
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
0.29-0.55
0.13
(loc)
9-119-11
8
l/defl
>999>578
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 99 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T2: 2x4SPF 1650F 1.5E
BOT CHORD2x4SPF No.2WEBS2x4SPFStud*Except*
W4: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-2-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 2-2-0 oc bracing.WEBS 1 Row at midpt 6-8
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)8=1063/Mechanical, 2=1090/0-4-0(min. 0-1-14)Max Horz2=124(LC 15)
Max Uplift8=-462(LC 12), 2=-358(LC 12)MaxGrav8=1391(LC 35), 2=1177(LC 35)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-16=-2258/1318, 16-17=-2246/1322, 3-17=-2198/1342, 3-18=-3394/1887,
18-19=-3394/1887, 4-19=-3397/1886, 4-5=-2703/1477, 5-6=-2703/1477, 7-8=-260/86
BOT CHORD 2-12=-1296/1999, 11-12=-1286/1994, 10-11=-1905/3394, 9-10=-1905/3394,8-9=-1487/2703
WEBS 3-11=-721/1519, 4-11=-439/180, 4-9=-735/445, 6-9=-393/463, 6-8=-2840/1534
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 5-6-8,Exterior(2) 5-6-8 to 9-9-7zone;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
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)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 areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9) Refer to girder(s) for truss to trussconnections.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)
8=462, 2=358.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T36
TrussType
HalfHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:192018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-z0AigQY5zpqE9UFGgI1gk3K7B6dUPkt0YQrNkUzdDqY
Scale:1/4"=1'0-1-11T1
T2
W3
B1
W1 W2 W3 W2 W3 W2 W3 W2 W3 W2 W3 W2
T3
B3B21
2
3 4 5 6 7 8 9 10
19 18 17 16 15 14 13 12 11
23 24 25 26 27 28 29 30 31 32 33
34 35 36 37 38 39 40 41 42 43 44
8x8
4x6 5x6
3x63x85x12MT18H2x43x8
3x5
3x5
3x4 2x4
3x8
3x4
3x8
3x8
4x6
5x12MT18H
3-6-83-6-8 7-3-13-8-9 11-1-73-10-5 14-11-123-10-5 18-10-13-10-5 22-8-73-10-5 26-8-84-0-1
-1-2-121-2-12 3-6-83-6-8 7-3-13-8-9 11-1-73-10-5 14-11-123-10-5 18-10-13-10-5 22-8-73-10-5 26-8-84-0-1
0-5-02-0-92-2-42-0-96.0012
PlateOffsets(X,Y)-- [2:0-2-15,0-1-8], [3:0-4-10,Edge], [4:0-2-0,0-1-8], [7:0-1-12,0-1-8], [9:0-3-0,0-1-8], [10:0-1-12,0-2-8], [11:0-4-0,0-1-8], [12:0-1-12,0-1-8], [13:0-3-0,0-1-8],[15:0-1-12,0-1-8], [16:0-2-0,0-1-8], [18:0-2-0,0-1-8]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.45
0.450.83
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in0.39
-0.680.08
(loc)15-16
15-1611
l/defl>824
>470n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 158 lb FT= 14%
GRIP197/144
244/190
LUMBER-
TOP CHORD2x6SP 2400F 2.0E*Except*
T1: 2x4SPF No.2BOT CHORD2x6SP 2400F 2.0E
WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-5-11 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 6-4-11 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)11=1282/Mechanical, 2=1333/0-4-0(min. 0-1-8)Max Horz2=75(LC 11)
Max Uplift11=-683(LC 8), 2=-673(LC 8)MaxGrav11=1600(LC 31), 2=1483(LC 31)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-2664/1259, 3-23=-4908/2196, 23-24=-4911/2195, 4-24=-4916/2196,
4-25=-6182/2706, 25-26=-6182/2706, 5-26=-6182/2706, 5-27=-6325/2745,
27-28=-6325/2745, 6-28=-6325/2745, 6-29=-6325/2745, 29-30=-6325/2745,7-30=-6325/2745, 7-8=-5360/2318, 8-31=-5360/2318, 9-31=-5360/2318, 9-32=-3251/1408,
32-33=-3251/1408, 10-33=-3251/1408, 10-11=-1496/641BOT CHORD 2-19=-1095/2382, 19-34=-1098/2390, 18-34=-1098/2390, 18-35=-2157/4908,35-36=-2157/4908, 17-36=-2157/4908, 16-17=-2157/4908, 16-37=-2672/6182,
37-38=-2672/6182, 15-38=-2672/6182, 15-39=-2284/5360, 14-39=-2284/5360,14-40=-2284/5360, 13-40=-2284/5360, 13-41=-1373/3251, 41-42=-1373/3251,
12-42=-1373/3251WEBS3-18=-1168/2777, 4-18=-1042/436, 4-16=-557/1378, 5-16=-423/172, 6-15=-351/151,7-15=-462/1044, 7-13=-753/328, 9-13=-984/2281, 9-12=-1218/523, 10-12=-1452/3395
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=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)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 areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.9) Refer to girder(s) for truss to trussconnections.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T36
TrussType
HalfHipGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:192018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-z0AigQY5zpqE9UFGgI1gk3K7B6dUPkt0YQrNkUzdDqY
NOTES-
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 11=683, 2=673.
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) 86 lb down and 148 lb up at 3-6-8, 47 lb down and 59 lb up at 5-7-4,47lb down and 59 lb up at 7-7-4, 47 lb down and 59 lb up at 9-7-4, 47 lb down and 59 lb up at 11-7-4, 47 lb down and 59 lb up at 13-7-4, 47 lb down and 59 lb up at
15-7-4, 47 lb down and 59 lb up at 17-7-4, 47 lb down and 59 lb up at 19-7-4, 47 lb down and 59 lb up at 21-7-4, and 47 lb down and 59 lb up at 23-7-4, and 47 lb downand 59 lb up at 25-7-4 on top chord, and 80 lb down and 96 lb up at 3-6-8, 23 lb down and 36 lb up at 5-7-4, 23 lb down and 36 lb up at 7-7-4, 23 lb down and 36 lb upat 9-7-4, 23 lb down and 36 lb up at 11-7-4, 23 lb down and 36 lb up at 13-7-4, 23 lb down and 36 lb up at 15-7-4, 23 lb down and 36 lb up at 17-7-4, 23 lb down and
36lb up at 19-7-4, 23 lb down and 36 lb up at 21-7-4, and 23 lb down and 36 lb up at 23-7-4, and 24 lb down and 36 lb up at 25-7-4 on bottomchord.Thedesign/selection of suchconnection device(s)is the responsibility of others.
13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15Uniform Loads(plf)
Vert: 1-3=-51, 3-10=-61, 11-20=-20
Concentrated Loads(lb)Vert: 3=-35(F) 8=-15(F) 19=-29(F) 24=-15(F) 25=-15(F) 26=-15(F) 27=-15(F) 28=-15(F) 29=-15(F) 30=-15(F) 31=-15(F) 32=-15(F) 33=-16(F) 34=-19(F) 35=-19(F)
36=-19(F) 37=-19(F) 38=-19(F) 39=-19(F) 40=-19(F) 41=-19(F) 42=-19(F) 43=-19(F) 44=-19(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T37
TrussType
JACK-CLOSEDGIRDER
Qty
1
Ply
2
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:202018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-RDk4tmYjk7y5ndqSE0YvGGtN6Wu48Gp9n4bxGwzdDqX
Scale=1:26.4
T1
W3
B1
W1 W2
1
2
3
4
6 5
10
11
1.5x4
3x4
3x5
3x8 4x4
3-9-153-9-15 7-6-83-8-9
-1-2-121-2-12 3-9-153-9-15 7-6-83-8-9
0-5-04-2-46.0012
PlateOffsets(X,Y)-- [3:0-1-8,0-1-8], [5:0-1-12,0-2-0], [6:0-4-12,0-1-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
NOIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MP
0.120.81
0.53
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.03-0.06
0.01
(loc)
5-65-6
5
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 70 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x6SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 6-0-0 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)2=1424/0-4-0(min. 0-1-8), 5=2112/MechanicalMax Horz2=166(LC 11)Max Uplift2=-525(LC 12), 5=-798(LC 12)
MaxGrav2=1428(LC 19), 5=2137(LC 19)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-3=-2876/1071BOT CHORD 2-6=-980/2535, 6-11=-980/2535, 5-11=-980/2535
WEBS 3-6=-924/2480, 3-5=-2884/1157
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 and right exposed ; end verticalleft and right exposed; Lumber DOL=1.60 plate
grip DOL=1.604)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)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)2=525, 5=798.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 1580 lb down and 704 lb up at
3-7-4, and 1371 lb down and 483 lb up at 5-7-4 on bottomchord.The design/selection of suchconnection device(s)is theresponsibility of others.
LOADCASE(S)Standard
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T37
TrussType
JACK-CLOSEDGIRDER
Qty
1
Ply
2
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:202018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-RDk4tmYjk7y5ndqSE0YvGGtN6Wu48Gp9n4bxGwzdDqX
LOADCASE(S)Standard
1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-4=-51, 5-7=-20
Concentrated Loads(lb)Vert: 6=-1580(B) 11=-1371(B)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T38
TrussType
Roof Special
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:212018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-vPIS56ZLUQ4xOnPeoj38pUQL_vGltdpJ?kKUoNzdDqW
Scale=1:51.3
T1
T2
B1 B2
B3
W3 W4
W5
W6
W7
W8
W9
W1 W2 W11
T3
W101
2
3
4
5
6
7
8
14
13
12
11
10 9
15
16 17
18
19
3x4
3x4
5x8
5x8 4x4
3x4
6x6
1.5x4
5x8
3x4
3x4
3x12MT18H
6x12MT18H
4-8-124-8-12 9-0-04-3-4 13-0-04-0-0 17-6-04-6-0 26-0-08-6-0
4-8-124-8-12 9-0-04-3-4 13-0-04-0-0 17-6-04-6-0 26-0-08-6-0 27-2-121-2-12
1-1-07-7-01-1-02-10-06.0012
4.0012
PlateOffsets(X,Y)-- [4:0-3-0,0-1-4], [7:0-3-0,0-1-12], [9:Edge,0-3-8], [10:0-5-4,0-2-8], [12:0-4-0,0-2-12], [13:0-3-0,0-2-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.940.66
0.93
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.18-0.50
0.24
(loc)
9-109-10
9
l/defl
>999>621
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 115 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W10: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-15 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-1-10 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)14=908/0-6-0(min. 0-1-8), 9=982/0-6-0(min. 0-1-12)
Max Horz14=-131(LC 14)Max Uplift14=-142(LC 16), 9=-173(LC 17)
MaxGrav14=1026(LC 2), 9=1113(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-15=-2629/391, 2-15=-2549/404, 2-3=-2813/387, 3-16=-2809/464, 16-17=-2783/465,4-17=-2754/484, 4-18=-1336/255, 5-18=-1347/236, 5-6=-1374/233, 6-19=-1358/230,
7-19=-1473/190, 1-14=-1013/200, 7-9=-1025/280
BOT CHORD 12-13=-416/2413, 11-12=-46/1223, 10-11=-85/1284, 9-10=-154/435WEBS2-13=-363/121, 3-12=-254/168, 4-12=-367/1954, 6-10=-356/105, 1-13=-284/2170,
7-10=-20/784
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 13-0-0,Exterior(2) 13-0-0 to 16-0-0zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)All plates areMT20 plates unless otherwiseindicated.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Bearing at joint(s) 14 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)
14=142, 9=173.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T39
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:222018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ObsqISazFkCo0x_qLQaNLhyc0Jaic6hSEO42KpzdDqV
Scale:1/4"=1'0-1-110-1-11T1
T2
T3
B1 B2
B3
W3
W4
W5 W6 W7 W8
W9
W10
W11
W12 W13
W1 W2 W15
W14
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
4x4 4x6
3x4 5x8 2x4
3x4
5x6
6x8
4x6
3x10
3x4
3x4
3x4
4x4
4x6 4x4
4-8-124-8-12 9-0-04-3-4 11-2-82-2-8 14-9-83-7-0 17-6-02-8-8 21-7-94-1-9 26-0-04-4-7
4-8-124-8-12 9-0-04-3-4 11-2-82-2-8 14-9-83-7-0 17-6-02-8-8 21-7-94-1-9 26-0-04-4-7 27-2-121-2-12
1-1-06-6-96-8-41-1-02-10-06-6-96.0012
4.0012
PlateOffsets(X,Y)-- [1:0-2-8,0-1-12], [3:0-2-0,0-2-0], [5:0-3-0,0-0-12], [8:0-1-12,0-1-12], [10:0-2-0,0-1-4], [11:0-2-0,0-1-12], [12:0-5-4,0-2-8], [14:0-2-10,0-1-8], [15:0-4-0,0-3-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.540.80
0.83
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.21-0.43
0.27
(loc)
1515-16
10
l/defl
>999>716
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 125 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-8-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-11-1 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)17=926/0-6-0(min. 0-1-14), 10=1000/0-6-0(min. 0-2-3)
Max Horz17=-119(LC 14)Max Uplift17=-129(LC 16), 10=-161(LC 17)
MaxGrav17=1275(LC 39), 10=1375(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-3241/386, 2-18=-3123/399, 2-19=-3354/420, 19-20=-3267/430, 3-20=-3264/441,3-21=-2090/342, 4-21=-2040/352, 4-5=-1824/331, 5-22=-1520/316, 6-22=-1613/303,
6-23=-1538/293, 23-24=-1561/283, 7-24=-1640/280, 7-25=-1701/249, 8-25=-1788/235,
1-17=-1269/194, 8-10=-1325/270BOT CHORD 15-16=-351/2960, 14-15=-273/3075, 13-14=-80/1487, 12-13=-112/1471, 11-12=-132/1522
WEBS 2-16=-463/120, 3-15=-153/1929, 3-14=-1940/255, 4-14=-65/731, 5-14=-76/639,6-12=-307/47, 1-16=-277/2670, 8-11=-131/1396
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 11-2-8,Exterior(2) 11-2-8 to 14-9-8,Interior(1) 19-0-7 to 27-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Bearing at joint(s) 17 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)17=129, 10=161.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T40
TrussType
Hip
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:232018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-snQCWobb02Lfe5Z1v86cuvVoHjxPLaNbT2pbtFzdDqU
Scale:1/4"=1'0-1-110-1-11T1
T2
T3
B1 B2
B3
W3
W4
W5
W6 W7 W8
W9W10
W11 W12
W1 W2 W14
W13
1
2
3 4 5 6
7
8
9
17
16
15
14
13 12 11 10
18
19 20
21
22
23
4x6 4x6
3x4
6x6
5x8 2x4
3x4
5x6 4x8
1.5x4
1.5x4
1.5x4
3x4
4x4
4x6 4x4
4-9-04-9-0 9-0-04-3-0 13-0-04-0-0 16-9-83-9-8 17-6-00-8-8 21-7-94-1-9 26-0-04-4-7
4-9-04-9-0 9-2-84-5-8 13-0-03-9-8 16-9-83-9-8 17-6-00-8-8 21-7-94-1-9 26-0-04-4-7 27-2-121-2-12
1-1-05-6-95-8-41-1-02-10-05-6-96.0012
4.0012
PlateOffsets(X,Y)-- [1:0-2-12,0-2-0], [3:0-3-0,0-0-12], [5:0-3-0,0-0-12], [8:0-1-12,0-2-0], [10:0-2-0,0-1-0], [12:0-5-4,0-2-8], [15:0-2-8,0-3-8]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.500.71
0.74
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.16-0.40
0.26
(loc)
1515-16
10
l/defl
>999>780
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 120 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W2: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-10-11 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-8-3 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)17=946/0-6-0(min. 0-1-11), 10=1020/0-6-0(min. 0-2-0)
Max Horz17=-106(LC 14)Max Uplift17=-112(LC 16), 10=-144(LC 17)
MaxGrav17=1157(LC 39), 10=1284(LC 39)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 1-18=-2904/440, 2-18=-2787/454, 2-3=-2927/465, 3-19=-1790/369, 4-19=-1792/369,4-20=-1792/369, 5-20=-1790/370, 5-6=-1350/342, 6-21=-1344/303, 7-21=-1423/284,
7-22=-1446/273, 22-23=-1507/260, 8-23=-1594/259, 1-17=-1149/199, 8-10=-1234/276
BOT CHORD 15-16=-370/2649, 14-15=-275/2542, 13-14=-112/1276, 12-13=-127/1251,11-12=-155/1348
WEBS 2-16=-406/131, 2-15=-58/393, 3-15=-164/1712, 3-14=-957/99, 4-14=-443/131,5-14=-122/941, 1-16=-331/2380, 8-11=-161/1247
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 9-2-8,Exterior(2) 9-2-8 to 21-0-7,Interior(1) 21-0-7 to 27-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Bearing at joint(s) 17 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)17=112, 10=144.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T41
TrussType
Roof Special
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:252018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-oAYzwUcsYfbNtPjP1Z84zKa4mXbtpQmuwMIix8zdDqS
Scale=1:49.2
0-1-110-1-11T1
T2
T3
T4
B1 B2
B3
W3 W4
W5
W6
W7 W8 W9
W10
W11
W12
W1 W2 W14
W13
1
2
3
4
5 6 7
8
9
10
17
16
15
14
13 12 11
18
19 20 2122
23
24
25
4x6
6x6 5x6
3x4
6x8
5x8 3x4
3x4
5x6
1.5x4
4x8
3x4
4x4
4x8
6x12MT18H
4-8-124-8-12 9-0-04-3-4 10-9-81-9-8 14-1-123-4-4 17-6-03-4-4 18-9-81-3-8 26-0-07-2-8
-1-2-121-2-12 4-8-124-8-12 9-0-04-3-4 10-9-81-9-8 14-1-123-4-4 17-6-03-4-4 18-9-81-3-8 26-0-07-2-8 27-2-121-2-12
1-1-04-6-95-7-01-1-02-10-04-6-96.0012
4.0012
PlateOffsets(X,Y)-- [2:0-2-4,0-1-8], [4:0-3-0,0-1-0], [7:0-1-12,0-1-8], [8:0-3-0,0-1-12], [9:0-3-8,Edge], [13:0-5-8,0-2-8], [15:0-3-8,0-3-0], [16:0-3-0,0-1-12]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.760.84
1.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.19-0.50
0.29
(loc)
1514-15
11
l/defl
>999>613
n/a
L/d
240180
n/a
PLATES
MT20MT18H
Weight: 119 lb FT= 14%
GRIP
197/144197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W14: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-9 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 9-9-6 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)17=1014/0-6-0(min. 0-1-10), 11=1026/0-6-0(min. 0-1-13)
Max Horz17=-101(LC 14)Max Uplift17=-141(LC 16), 11=-212(LC 17)
MaxGrav17=1111(LC 2), 11=1149(LC 41)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-18=-2594/362, 3-18=-2523/378, 3-19=-2796/372, 4-19=-2739/388, 4-5=-2784/413,5-20=-2115/373, 6-20=-2119/373, 6-21=-2116/372, 21-22=-2116/372, 7-22=-2116/372,
7-8=-1354/297, 8-23=-1389/262, 23-24=-1392/245, 24-25=-1483/229, 9-25=-1496/225,
2-17=-1100/257, 9-11=-1081/287BOT CHORD 15-16=-287/2373, 14-15=-364/3218, 13-14=-154/1410, 12-13=-134/1249, 11-12=-147/453
WEBS 3-16=-357/111, 3-15=-21/348, 4-15=-269/2323, 5-15=-854/235, 5-14=-1283/159,6-14=-394/120, 7-14=-122/1068, 7-13=-930/140, 8-13=-134/502, 2-16=-242/2122,9-12=-66/996
NOTES-
1) Unbalancedroofliveloads have been considered for this design.2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 9-0-0,Exterior(2) 9-0-0 to 21-9-8,
Interior(1) 21-9-8 to 27-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.60
3)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowloadgoverns. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)All plates areMT20 plates unless otherwiseindicated.
8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Bearing at joint(s) 17 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.
10)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb)17=141, 11=212.
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T41
TrussType
Roof Special
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:252018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-oAYzwUcsYfbNtPjP1Z84zKa4mXbtpQmuwMIix8zdDqS
NOTES-
11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T42
TrussType
Roof Special
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:262018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-GM6L8qdUJzjEVYIcaGfJWX7JwwwfYtc2902FUazdDqR
Scale:1/4"=1'0-1-110-1-11T1
T2
T3
T4B1B2
B3
W3
W4
W5
W6 W7
W8
W9 W10 W11
W1 W2 W13
W12
1
2
3
4
5 6
7
8
9
16
15
14
13
12 11 10
17
18 1920
21
2223
6x6
6x6
3x4
6x10
5x8 2x4
3x4
5x6
10x14MT18H
4x6
5x6
4x4
4x8 4x6
4-7-04-7-0 9-0-04-5-0 12-9-83-9-8 17-6-04-8-8 20-9-83-3-8 26-0-05-2-8
-1-2-121-2-12 4-7-04-7-0 9-0-04-5-0 12-9-83-9-8 17-6-04-8-8 20-9-83-3-8 26-0-05-2-8 27-2-121-2-12
1-1-03-6-95-7-01-1-02-10-03-6-96.0012
4.0012
PlateOffsets(X,Y)-- [2:0-2-4,0-1-8], [4:0-2-8,0-2-0], [5:0-3-6,Edge], [6:0-3-0,0-1-8], [7:0-3-0,0-0-12], [8:0-3-0,0-1-12], [12:0-5-4,0-2-8], [13:0-2-8,0-2-0], [14:0-4-12,0-3-0],[15:0-3-0,0-1-12]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15YESIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.48
0.860.96
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.24
-0.610.31
(loc)13
13-1410
l/defl>999
>509n/a
L/d240
180n/a
PLATESMT20
MT18H
Weight: 121 lb FT= 14%
GRIP197/144
197/144
LUMBER-
TOP CHORD2x4SPF No.2 *Except*
T3: 2x6SPF No.2BOT CHORD2x4SPF No.2 *Except*
B2: 2x6SPF No.2WEBS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-2-3 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)16=1008/0-6-0(min. 0-1-10), 10=1032/0-6-0(min. 0-1-12)Max Horz16=-101(LC 14)
Max Uplift16=-141(LC 16), 10=-212(LC 17)MaxGrav16=1111(LC 2), 10=1113(LC 41)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-17=-2564/350, 3-17=-2495/365, 3-18=-2806/362, 4-18=-2748/378, 4-19=-2769/394,
19-20=-2778/379, 5-20=-2801/377, 5-6=-3967/592, 6-21=-1897/364, 7-21=-1889/365,
7-22=-1403/263, 22-23=-1424/248, 8-23=-1479/240, 2-16=-1098/256, 8-10=-1059/280BOT CHORD 14-15=-278/2347, 13-14=-485/4057, 12-13=-263/1945, 11-12=-163/1267
WEBS 3-15=-369/113, 3-14=-23/368, 4-14=-233/2234, 5-14=-1491/353, 5-13=-1209/212,6-13=-260/2236, 6-12=-1163/218, 7-12=-152/914, 2-15=-235/2106, 8-11=-111/1129
NOTES-1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 9-0-0,Exterior(2) 9-0-0 to 12-0-0,Interior(1) 12-9-8 to 27-2-12zone;cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces
&MWFRS forreactionsshown; Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0;Min. flatroofsnowload
governs. Rainsurcharge applied to all exposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.6)Provide adequate drainage to preventwater ponding.
7)All plates areMT20 plates unless otherwiseindicated.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9)Bearing at joint(s) 16 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)
16=141, 10=212.11)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T42
TrussType
Roof Special
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:262018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-GM6L8qdUJzjEVYIcaGfJWX7JwwwfYtc2902FUazdDqR
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T43
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:282018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ClD5ZVfkrazyksR_ihhnbyCdykhI0njKcKXMYTzdDqP
Scale:1/4"=1'0-1-110-1-11T1
T2
T3
T4B1B2
B3
W3 W4
W5
W6 W7 W8
W9
W10 W11 W12
W13
W1 W15
W14
W21
2
3
4
5
6 7
8
9
10
18
17
16
15
14
13 12 11
19 20
21
22 2324 25 26
2728 29
5x6
8x8
10x10
8x8
6x10 3x4
3x4
5x6
3x5
8x8
6x8
5x6
5x6
4x4
4x4
4-7-24-7-2 9-0-04-4-14 11-10-122-10-12 14-9-82-10-12 17-6-02-8-8 22-9-85-3-8 26-0-03-2-8
-1-2-121-2-12 4-7-24-7-2 9-0-04-4-14 11-10-122-10-12 14-9-82-10-12 17-6-02-8-8 22-9-85-3-8 26-0-03-2-8 27-2-121-2-12
1-1-02-6-95-7-01-1-02-10-02-6-96.0012
4.0012
PlateOffsets(X,Y)-- [4:0-2-8,0-1-4], [5:0-2-4,0-1-8], [6:0-2-12,Edge], [8:0-4-8,0-0-12], [12:0-2-0,0-1-8], [13:0-7-12,0-3-8], [15:0-4-0,0-5-4], [16:0-2-12,0-5-0], [17:0-3-0,0-1-8],[18:0-3-0,0-8-0], [18:0-1-14,0-0-0]
LOADING (psf)TCLL
TCDLBCLLBCDL
20.0
10.00.010.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncrCode
2-0-01.15
1.15NOIBC2012/TPI2007
CSI.TC
BCWBMatrix-MSH
0.57
0.530.99
DEFL.Vert(LL)
Vert(TL)Horz(TL)
in-0.26
-0.640.25
(loc)14-15
14-1511
l/defl>999
>482n/a
L/d240
180n/a
PLATESMT20
Weight: 174 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SP 2400F 2.0E*Except*
T2: 2x6SP 2400F 2.0E,T3: 2x8SP 2400F 2.0EBOT CHORD2x6SP 2400F 2.0E*Except*
B2: 2x8SP 2400F 2.0EWEBS2x4SPFStud*Except*W5,W6,W10,W12: 2x4SPF No.2
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-3-11 oc purlins,
except end verticals.BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracingbeinstalled during truss erection,in accordancewithStabilizer
Installation guide.
REACTIONS.(lb/size)18=1102/0-6-0(min. 0-1-8), 11=1282/0-6-0(min. 0-1-8)
Max Horz18=99(LC 11)
Max Uplift18=-203(LC 12), 11=-384(LC 13)MaxGrav18=1227(LC 2), 11=1398(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 2-3=-2943/455, 3-19=-3374/477, 4-19=-3286/488, 4-20=-3343/487, 20-21=-3361/477,
5-21=-3378/473, 5-6=-5047/900, 6-7=-6131/1246, 7-22=-3869/925, 22-23=-3865/925,23-24=-3863/925, 24-25=-3862/924, 8-25=-3859/925, 8-26=-1866/501, 9-26=-1875/486,
2-18=-1208/253, 9-11=-1375/386
BOT CHORD 17-18=-128/325, 16-17=-427/2697, 15-16=-758/4777, 14-15=-1215/6275,13-14=-859/3868, 13-27=-409/1666, 27-28=-409/1666, 28-29=-409/1666,
12-29=-409/1666WEBS3-17=-443/135, 3-16=-78/532, 4-16=-376/2805, 5-16=-1645/480, 5-15=-206/962,
6-15=-1434/424, 6-14=-2029/373, 7-14=-367/2488, 7-13=-1498/384, 8-13=-484/2382,
8-12=-257/147, 9-12=-366/1560, 2-17=-285/2294
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 plategrip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=20.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1, Lu=50-0-0 Rainsurcharge applied to allexposedsurfaceswithslopesless than 0.500/12 in accordancewithIBC 1608.3.4.
4) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
6)Provide adequate drainage to preventwater ponding.7)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.8)Bearing at joint(s) 18 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
Continued on page 2
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T43
TrussType
Roof SpecialGirder
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:282018 Page2ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-ClD5ZVfkrazyksR_ihhnbyCdykhI0njKcKXMYTzdDqP
NOTES-
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) except(jt=lb) 18=203, 11=384.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
11) Hanger(s) or otherconnection device(s)shall be providedsufficient to supportconcentratedload(s) 52 lb down and 60 lb up at 18-8-12, and 52 lb down and 60 lb up at 20-8-12, and 111 lb down and 148 lb up at 22-9-8 on top chord, and 341 lb down and 98 lb up at 18-0-12, 19 lb down at 18-8-12, and 19 lb down at 20-8-12, and 43 lb
down and 20 lb up at 22-8-12 on bottomchord.The design/selection of suchconnection device(s)is the responsibility of others.12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) or back(B).
LOADCASE(S)Standard1) Dead +Snow(balanced): LumberIncrease=1.15,PlateIncrease=1.15
Uniform Loads(plf)Vert: 1-2=-51, 2-4=-51, 4-6=-51, 6-8=-61, 8-9=-51, 9-10=-51, 16-18=-20, 13-16=-20, 11-13=-20Concentrated Loads(lb)
Vert: 8=-7(F) 12=-7(F) 22=-6(F) 24=-6(F) 27=-301(F) 28=-9(F) 29=-9(F)
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T44
TrussType
Scissor
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:292018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-gxnUmrfMcu5pM00BGPC08Als083QlKJUr_Gv4vzdDqO
Scale=1:37.5
T1
T2
B1 B1
W5
W4
W3
W4
W3
W1 W1
W2 W2
1
2
3
4
5
6
11
10
9
8
7
12
13
14 15 16
17
4x4
4x4
2x4 2x4
5x8
3x4
4x4
3x4
4x4
4x4
5-0-05-0-0 9-0-04-0-0 13-0-04-0-0 18-0-05-0-0
-1-2-121-2-12 5-0-05-0-0 9-0-04-0-0 13-0-04-0-0 18-0-05-0-0
1-1-05-7-01-1-02-10-06.0012
4.0012
PlateOffsets(X,Y)-- [2:0-1-12,0-2-0], [6:0-1-12,0-2-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.300.41
0.58
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.08-0.21
0.17
(loc)
98-9
7
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 74 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-1-13 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)11=699/0-6-0(min. 0-1-8), 7=624/Mechanical
Max Horz11=107(LC 13)Max Uplift11=-129(LC 16), 7=-97(LC 17)
MaxGrav11=794(LC 2), 7=705(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-12=-1684/253, 3-12=-1612/270, 3-13=-1508/222, 13-14=-1460/229, 4-14=-1451/241,4-15=-1451/255, 15-16=-1472/239, 5-16=-1510/236, 5-17=-1623/276, 6-17=-1703/262,
2-11=-782/218, 6-7=-690/167
BOT CHORD 9-10=-234/1525, 8-9=-221/1550WEBS4-9=-124/1077, 5-9=-253/187, 2-10=-141/1320, 6-8=-160/1350
NOTES-1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 9-0-0,Exterior(2) 9-0-0 to 12-0-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design.
5)This truss has been designed for 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)Bearing at joint(s) 11 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverifycapacity of bearingsurface.
9)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)11=129.
10)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI
1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
T44GE
TrussType
GABLE
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:302018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-98Ls_Bg_NBDgzAbNp6kFgNI1mYPfUnYd4e0TdLzdDqN
Scale=1:37.5
T1
T2
B1 B1
W5
W4
W3
W4
W3
W1 W1
W2 W2
ST1 ST1
1
2
3
4
5
6
11
10
9
8
7
16
17
18 19 20
21
4x4
4x4
2x4 2x4
5x8
3x4
4x4
3x4
4x4
4x4
1.5x4
1.5x4
1.5x4
1.5x4
5-0-05-0-0 9-0-04-0-0 13-0-04-0-0 18-0-05-0-0
-1-2-121-2-12 5-0-05-0-0 9-0-04-0-0 13-0-04-0-0 18-0-05-0-0
1-1-05-7-01-1-02-10-06.0012
4.0012
PlateOffsets(X,Y)-- [2:0-1-12,0-2-0], [6:0-1-12,0-2-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-MSH
0.300.41
0.58
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.08-0.21
0.17
(loc)
98-9
7
l/defl
>999>999
n/a
L/d
240180
n/a
PLATES
MT20
Weight: 76 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStudOTHERS2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-1-13 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)11=699/0-6-0(min. 0-1-8), 7=624/Mechanical
Max Horz11=107(LC 13)Max Uplift11=-129(LC 16), 7=-97(LC 17)
MaxGrav11=794(LC 2), 7=705(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-16=-1684/253, 3-16=-1612/270, 3-17=-1508/222, 17-18=-1460/229, 4-18=-1451/241,4-19=-1451/255, 19-20=-1472/239, 5-20=-1510/236, 5-21=-1623/276, 6-21=-1703/262,
2-11=-782/218, 6-7=-690/167
BOT CHORD 9-10=-234/1525, 8-9=-221/1550WEBS4-9=-124/1077, 5-9=-253/187, 2-10=-141/1320, 6-8=-160/1350
NOTES-1) Unbalancedroofliveloads have been considered for this design.
2)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 9-0-0,Exterior(2) 9-0-0 to 12-0-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)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)Gablestudsspaced at 2-0-0 oc.8)This truss has been designed for a 10.0 psf bottomchordliveload nonconcurrentwith any otherliveloads.
9) Refer to girder(s) for truss to trussconnections.10)Bearing at joint(s) 11 considers parallel to grainvalue usingANSI/TPI 1 angle to grain formula.Building designershouldverify
capacity of bearingsurface.
11)Providemechanicalconnection(by others) of truss to bearing platecapable of withstanding 100 lb uplift at joint(s) 7 except(jt=lb)11=129.
12)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V01
TrussType
Valley
Qty
2
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:312018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-dKvEBXhd8VLXbKAZNpFUDbqGLxruDNsnIIl09ozdDqM
Scale=1:11.9
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
2-4-102-4-10
0-0-41-9-79.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.05
0.030.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 7 lb FT= 20%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 2-4-10 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)1=64/2-4-4(min. 0-1-8), 3=64/2-4-4(min. 0-1-8)
Max Horz1=54(LC 13)
Max Uplift1=-5(LC 16), 3=-26(LC 16)MaxGrav1=72(LC 2), 3=82(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=1.602)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=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V02
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:312018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-dKvEBXhd8VLXbKAZNpFUDbqEkxqsDNsnIIl09ozdDqM
Scale=1:16.9
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-8-103-8-10
0-0-42-9-79.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.15
0.090.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 11 lb FT= 20%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-8-10 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)1=111/3-8-4(min. 0-1-8), 3=111/3-8-4(min. 0-1-8)
Max Horz1=94(LC 13)
Max Uplift1=-8(LC 16), 3=-45(LC 16)MaxGrav1=125(LC 2), 3=143(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=1.602)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=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V03
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:322018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-5WTcOtiFvpTODTllxXmjloNMjL7Nyq6wXyVZhEzdDqL
Scale:1/2"=1'
T1 W1
B1
1
2
3
4
5
2x4
1.5x4
1.5x4
5-0-105-0-10
0-0-43-9-79.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.33
0.200.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 16 lb FT= 20%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-0-10 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)1=158/5-0-4(min. 0-1-8), 3=158/5-0-4(min. 0-1-8)
Max Horz1=133(LC 13)
Max Uplift1=-11(LC 16), 3=-64(LC 16)MaxGrav1=179(LC 2), 3=204(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) 0-5-4 to 3-5-4,Interior(1) 3-5-4 to 4-10-14zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V04
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:332018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-Zj1_cDjtg6bFqdKyVEHyI0wZhlUKhHM4mcE7DgzdDqK
Scale=1:14.7
T1
W1
B1
1
2
3
4
5
2x4
1.5x4
1.5x4
4-9-04-9-0
0-0-42-4-86.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.25
0.160.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 13 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 4-9-0 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=141/4-8-8(min. 0-1-8), 3=141/4-8-8(min. 0-1-8)
Max Horz1=83(LC 13)
Max Uplift1=-23(LC 16), 3=-44(LC 16)MaxGrav1=159(LC 2), 3=159(LC 2)
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) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 4-7-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V05
TrussType
GABLE
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:342018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-1vaNpZjVRQj5Snv82yoBqDSa29keQkcD?G_gm7zdDqJ
Scale=1:24.8
T1 W1
B1
1
2
3
4
5
2x4
1.5x4
1.5x4
7-9-07-9-0
0-0-43-10-86.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.85
0.540.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a-0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 22 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-4 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)1=247/7-9-0(min. 0-1-8), 3=247/7-9-0(min. 0-1-8)
Max Horz1=145(LC 13)
Max Uplift1=-40(LC 16), 3=-77(LC 16)MaxGrav1=279(LC 2), 3=279(LC 2)
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) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 7-7-4zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V06
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:342018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-1vaNpZjVRQj5Snv82yoBqDSk89jhQkcD?G_gm7zdDqJ
Scale=1:15.6
T1 T1
B1
1
2
34
5 6
7
2x4
3x4
2x4
0-0-80-0-8 8-6-08-5-8
4-3-04-3-0 8-6-04-3-0
0-0-42-1-80-0-46.0012
PlateOffsets(X,Y)-- [2:0-2-0,Edge]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-P
0.210.60
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
n/an/a
0.00
(loc)
--
3
l/defl
n/an/a
n/a
L/d
999999
n/a
PLATES
MT20
Weight: 19 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF 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=256/8-5-0(min. 0-1-8), 3=256/8-5-0(min. 0-1-8)
Max Horz1=32(LC 20)
Max Uplift1=-41(LC 16), 3=-41(LC 17)MaxGrav1=290(LC 2), 3=290(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.TOP CHORD 1-4=-281/157, 3-7=-281/157
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) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 4-3-0,Exterior(2) 4-3-0 to 7-3-0zone;
cantileverleft and right exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown;Lumber DOL=1.60 plate grip DOL=1.603)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flat
roofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.14) Unbalancedsnowloads have been considered for this design.
5)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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V07
TrussType
VALLEY
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:352018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-V58l1uk7Bkry4xUKcfJQNR?t5ZAl9AaMDwjEIZzdDqI
Scale=1:31.3
W1
T1 W2
B1
ST1
1
2
3
4
7 6 5
8
9
10
3x4
3x5
1.5x4
1.5x41.5x4
1.5x4
-1-2-121-2-12 7-6-87-6-8
1-2-04-11-46.0012
PlateOffsets(X,Y)-- [2:0-2-8,0-1-4]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-R
0.320.16
0.08
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
-0.01-0.02
-0.00
(loc)
11
5
l/defl
n/rn/r
n/a
L/d
120120
n/a
PLATES
MT20
Weight: 29 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStudOTHERS2x4SPFStud
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 accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)7=188/7-6-8(min. 0-1-8), 5=105/7-6-8(min. 0-1-8), 6=290/7-6-8(min. 0-1-8)
Max Horz7=200(LC 13)Max Uplift7=-14(LC 12), 5=-23(LC 13), 6=-149(LC 16)
MaxGrav7=217(LC 2), 5=124(LC 23), 6=327(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.
TOP CHORD 2-8=-250/137WEBS3-6=-242/267
NOTES-1)Wind:ASCE 7-10;Vult=115mph(3-second gust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf; h=25ft; Cat. II;Exp C; enclosed;
MWFRS(envelope) gable end zone and C-CExterior(2)-1-2-12 to 1-9-4,Interior(1) 1-9-4 to 7-4-12zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
3) Unbalancedsnowloads have been considered for this design.4)This truss has been designed for greater of minroofliveload of 12.0 psf or 2.00 times flatroofload of 15.4 psf on overhangsnon-concurrentwith otherliveloads.
5)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) 7, 5 except(jt=lb)
6=149.8)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V08
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:362018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-zIi7EElly1zph53XANrfweX5xyXpud2WSaTnq?zdDqH
Scale=1:25.1
T1 W1
B1
ST1
1
2
3
5 4
6
7
2x4
1.5x4
1.5x41.5x4
1.5x4
7-10-87-10-8
0-0-43-11-46.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.19
0.110.07
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a-0.00
(loc)-
-4
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 24 lb FT= 20%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF 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=80/7-10-0(min. 0-1-8), 4=107/7-10-0(min. 0-1-8), 5=316/7-10-0(min. 0-1-8)
Max Horz1=148(LC 13)
Max Uplift4=-26(LC 13), 5=-120(LC 16)MaxGrav1=102(LC 30), 4=121(LC 2), 5=357(LC 2)
FORCES.(lb)-Max. Comp./Max.Ten.-All forces 250 (lb) orless exceptwhenshown.WEBS 2-5=-267/217
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) 0-7-9 to 3-10-8,Interior(1) 3-10-8 to 7-8-12zone;cantileverleft and rightexposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plate
grip DOL=1.602)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.1
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=120.
7)This trussis designedin accordancewith the 2012 InternationalBuilding Code section 2306.1 and referencedstandardANSI/TPI 1.
LOADCASE(S)Standard
DE Job # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V09
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:372018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-RUGVSamNjL5gJFdjk4MuSs4CtMqTd4LfhECKMRzdDqG
Scale=1:18.6
T1
W1
B1
1
2
3
4
5
6
2x4
1.5x4
1.5x4
5-10-85-10-8
0-0-42-11-46.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.43
0.270.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 16 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 5-10-8 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=181/5-10-0(min. 0-1-8), 3=181/5-10-0(min. 0-1-8)
Max Horz1=106(LC 13)
Max Uplift1=-29(LC 16), 3=-56(LC 16)MaxGrav1=204(LC 2), 3=204(LC 2)
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) 0-7-9 to 3-7-9,Interior(1) 3-7-9 to 5-8-12zone;cantileverleft and right
exposed ; end verticalleft and right exposed;C-C formembers and forces&MWFRS forreactionsshown; Lumber DOL=1.60 plategrip DOL=1.60
2)TCLL:ASCE 7-10;Pr=20.0 psf(roofliveload: Lumber DOL=1.15Plate DOL=1.15);Pg=20.0 psf(groundsnow);Pf=15.4 psf(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V10
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:372018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-RUGVSamNjL5gJFdjk4MuSs4GKMtHd4LfhECKMRzdDqG
Scale=1:12.5
T1
W1
B1
1
2
3
2x4
1.5x4
1.5x4
3-10-83-10-8
0-0-41-11-46.0012
LOADING (psf)TCLL
TCDLBCLL
BCDL
20.0
10.00.0
10.0
SPACING-PlateGrip DOL
Lumber DOLRepStressIncr
Code
2-0-01.15
1.15YES
IBC2012/TPI2007
CSI.TC
BCWB
Matrix-P
0.15
0.090.00
DEFL.Vert(LL)
Vert(TL)Horz(TL)
inn/a
n/a0.00
(loc)-
-3
l/defln/a
n/an/a
L/d999
999n/a
PLATESMT20
Weight: 10 lb FT= 14%
GRIP197/144
LUMBER-
TOP CHORD2x4SPF No.2BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 3-10-8 oc purlins,except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizer
Installation guide.REACTIONS.(lb/size)1=110/3-10-0(min. 0-1-8), 3=110/3-10-0(min. 0-1-8)
Max Horz1=65(LC 15)
Max Uplift1=-18(LC 16), 3=-34(LC 16)MaxGrav1=124(LC 2), 3=124(LC 2)
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=1.602)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=1.13) 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 # 57156-W1
Dansco Engineering, LLC
Date: 3/8/18
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
Job
1801868-12T
Truss
V11
TrussType
Valley
Qty
1
Ply
1
1801868-12TDWH Jackson'sGrantLot186
Job Reference (optional)
Run:8.100 s Apr92017 Print:8.100 s Apr92017MiTekIndustries,Inc.WedMar0719:46:382018 Page1ID:6QFQrkfx2Z8?VLyXngotyYyu8ls-wgqtfwm0UfEXxOCvHnt7?3dT7mDoMXbpvuyuvuzdDqF
Scale=1:7.5
T1
W1
B1
1
2
3
2x4
5x6
1-10-81-10-8
0-0-40-11-46.0012
PlateOffsets(X,Y)-- [2:0-1-12,0-0-14], [2:Edge,0-1-13], [3:0-1-12,0-0-0]
LOADING (psf)
TCLLTCDL
BCLLBCDL
20.010.0
0.010.0
SPACING-
PlateGrip DOLLumber DOL
RepStressIncrCode
2-0-0
1.151.15
YESIBC2012/TPI2007
CSI.
TCBC
WBMatrix-P
0.020.01
0.00
DEFL.
Vert(LL)Vert(TL)
Horz(TL)
in
n/an/a
0.00
(loc)
--
3
l/defl
n/an/a
n/a
L/d
999999
n/a
PLATES
MT20
Weight: 4 lb FT= 14%
GRIP
197/144
LUMBER-
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING-
TOP CHORD Structuralwoodsheathing directly applied or 1-10-8 oc purlins,
except end verticals.
BOT CHORD Rigidceiling directly applied or 10-0-0 oc bracing.
MiTekrecommends that Stabilizers and requiredcross bracing
beinstalled during truss erection,in accordancewithStabilizerInstallation guide.REACTIONS.(lb/size)1=39/1-10-0(min. 0-1-8), 3=39/1-10-0(min. 0-1-8)
Max Horz1=23(LC 13)Max Uplift1=-6(LC 16), 3=-12(LC 16)
MaxGrav1=44(LC 2), 3=44(LC 2)
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 rightexposed;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(flatroofsnow: Lumber DOL=1.15Plate DOL=1.15); CategoryII;Exp C; PartiallyExp.; Ct=1.13) 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