HomeMy WebLinkAboutBuilding 12 - Lot 62_63_64_65 - Truss DetailsDE
DANSCO ENGINEERING, LLC
P.O. Box 3400
Apollo Beach, FL 33572
Telephone (813) 645-0166
Facsimile (813) 645-9698
The truss drawing(s) attached have been prepared by Dansco Engineering, LLC under
my direct supervision and control based on the parameters provided by Stark Truss Inc.
Job: 2005540-12T
20 truss design(s)
76789-W1
09/03/2020
Samuel A. Greenberg, P.E.
Indiana Reg. #19700485
Indiana Residential Building Code 2020 based on IRC 2018 with Indiana specific amendments.
675 IAC 14-4.4-81 Section R802.10.1; truss design drawings, R802.10.1; truss design drawings shall
be provided to the building official as required by the General Administrative Rules (675 IAC 12) for
Class 1 structures or by local ordinance for Class 2 structures.
Note: Gable end frames with stud lengths exceeding 4’ require permanent bracing. On structural
gables, where studs may be made from two or more boards as they cross diagonals, the 4’ length
is the distance from the top chord to bottom chord.
The seal on these drawings indicate acceptance of professional engineering
responsibility solely for the truss components shown. The suitability and use of this
component for any particular building is the responsibility of the building designer, per
ANSI/TPI 1-2014 Chapter 2.
Warning !—Verify design parameters and read notes before use.
These designs are based only upon parameters shown, and are for individual building components to be installed and loaded vertically. Applicability of
design parameters and proper incorporation of component is responsibility of building designer – not truss designer or truss engineer. Bracing shown is
for lateral support of individual web members only. Additional temporary bracing to ensure stability during construction is the responsibility of the
erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication,
quality control, storage, delivery, erection and bracing, consult ANSI/TPI 1 National Design Standard for Metal Plate Connected Wood Truss
Construction and BCSI 1-03 Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses from Truss Plate
Institute, 583 D’Onofrio Drive, Madison, WI 53719
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
3x4
1.5x4
=4x4
3x4
3x4
7
6
1
2
3 54
T1
T2
W2
B1
W1
HW1
Scale = 1:27.1
Plate Offsets(X,Y):[2:0-3-6,0-0-11],[6:Edge,0-2-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.24 Vert(LL)0.11 7>540360 MT20 197/144
Snow(Pf/Pg)20.4/20.0 LumberDOL 1.15 BC 0.56 Vert(CT)-0.10 7>550240
TCDL 10.0 RepStress Incr NO WB 0.05 Horz(CT)-0.02 2n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:16 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
SLIDER Left2x4SPFStud--1-6-0
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor4-11-0ocpurlins,
exceptend verticals,and2-0-0ocpurlins:4-5.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)2=236/0-4-0,(min.0-1-8),6=245/0-1-8,(min.0-1-8)
Max Horiz2=34(LC8)
Max Uplift2=-171(LC8),6=-164(LC9)
Max Grav2=296(LC34),6=251(LC33)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-3=-284/215
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zone; cantilever left
exposed ; end verticalleftexposed;porch leftandrightexposed;Lumber DOL=1.60plategrip DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=20.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns. Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
6)Provideadequatedrainage topreventwaterponding.
7)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
8)Bearingat joint(s)6considersparalleltograin valueusingANSI/TPI1angle tograin formula.Buildingdesigner should verifycapacityofbearing surface.
9)Providemechanical connection(byothers)of truss tobearingplateat joint(s)6.
10)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding171 lbupliftatjoint2and164 lbupliftat joint6.
11)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
12)Graphicalpurlinrepresentationdoesnotdepictthe sizeor theorientationof thepurlinalong the topand/orbottom chord.
13)Hanger(s)orotherconnectiondevice(s) shallbeprovided sufficient to support concentrated load(s)48 lbdownand118 lbupat2-6-8,and49 lbdownand37 lbupat4-9-4
on top chord,and54lbdownand78 lbupat2-6-8,and20 lbdownand25 lbupat4-9-4onbottomchord.Thedesign/selectionof such connectiondevice(s) isthe
responsibilityofothers.
LOADCASE(S)Standard
1)Dead + Snow(balanced):LumberIncrease=1.15,Plate Increase=1.15
UniformLoads(lb/ft)
Vert:1-4=-51,4-5=-61,6-8=-20
ConcentratedLoads(lb)
Vert:4=-10,5=-30,7=-16,6=-20
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
G01 2 12005540-12T Jack-Closed Girder Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:19 Page: 1
ID:7tbsC3t37vCoe4ToE5YZQ2yhiJA-EbvTp_4SI?bn3AslQSAqoIH79ZcVOjDos5jngWyhd Ww
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
3x4
5
1
2
3
T1
B1
HW1
Scale = 1:20.3
Plate Offsets(X,Y):[2:0-3-0,0-8-15]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.14 Vert(LL)0.015-8>999360 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.07 Vert(CT)0.015-8>999240
TCDL 10.0 RepStress Incr NO WB 0.00 Horz(CT)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:11 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
SLIDER Left2x4SPFStud--1-6-0
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor3-5-10ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
REACTIONS (lb/size)2=100/0-5-4,(min.0-1-8),4=34/Mechanical,(min.0-1-8),
5=17/Mechanical,(min.0-1-8)
Max Horiz2=37(LC10)
Max Uplift2=-122(LC10),4=-45(LC10),5=-26(LC10)
Max Grav2=153(LC19),4=54(LC19),5=43(LC7)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
NOTES
1)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zone; cantilever left
exposed ; end verticalleftexposed;porch leftandrightexposed;Lumber DOL=1.60plategrip DOL=1.60
2)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10;Min. flatroof snow loadgoverns.
3)Unbalanced snow loadshavebeen considered for thisdesign.
4)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
5)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
6)Refer togirder(s) for truss to truss connections.
7)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding45 lbupliftat joint4,122 lbupliftat joint2and26 lbupliftat joint5.
8)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
9)In theLOADCASE(S) section,loadsapplied to the faceof thetrussarenotedas front(F)orback(B).
LOADCASE(S)Standard
1)Dead + Snow(balanced):LumberIncrease=1.15,Plate Increase=1.15
UniformLoads(lb/ft)
Vert:1-2=-51
TrapezoidalLoads(lb/ft)
Vert:2=9(F=30,B=30)-to-7=-8(F=22,B=22),7=-8(F=22,B=22)-to-3=-10(F=20,B=20),3=-10(F=20,B=20)-to-4=-43(F=4,B=4),6=0(F=10,B=10)-to-8=-6
(F=7,B=7),8=-6(F=7,B=7)-to-5=-17(F=1,B=1)
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
G02 2 12005540-12T DiagonalHip Girder Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:20 Page: 1
ID:3jflU6U_f4ALo91eMNz37IyhiJg-ioTr1J443JjehKQy_9i3KVqJRz3O7AFx4lTLCyyhdWv
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
612
57 32
1 31230
3 29
284527
6 26
7 25
8 24
9 23
10 22
11 21
121314151617181920
W1
T2
T1
T3
T2
T1
W1
B1 B1B3B2
ST1
ST2
ST3
ST4
ST5
ST6
ST7
ST8
ST9ST9ST9ST9ST9ST9ST9
ST8
ST7
ST6
ST5
ST4
ST3
ST2
ST1
Scale = 1:80.8
Plate Offsets(X,Y):[12:0-3-0,0-2-0], [20:0-3-0,0-2-0], [40:0-3-0,0-3-0], [49:0-3-0,0-3-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.16 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.16 Horz(CT)0.0132n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:328 lbFT = 20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPF No.2*Except*ST1,ST2,ST3,ST4:2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals,and2-0-0ocpurlins(6-0-0max.):12-20.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
WEBS 1 Rowatmidpt 9-51,10-50,11-49,13-48,14-46,
15-45,16-44,17-43,18-42,19-41,
21-40,22-39,23-38
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordancewithStabilizer
Installationguide.
REACTIONS Allbearings48-0-0.
(lb)-Max Horiz57=219(LC15)
Max UpliftAlluplift100(lb)orlessat joint(s)34,35,36,37,38,39,40,
42,43,44,45,46,49,50,51,52,53,54,55except32=-169
(LC13),33=-196(LC17),56=-201(LC16),57=-181(LC12)
Max GravAllreactions250(lb)orlessat joint(s)32,33,34,35,36,37,
38,39,40,41,42,43,44,45,46,48,49,50,51,52,53,54,55,
57except56=258(LC30)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhen shown.
TOP CHORD 7-58=-94/282,8-58=-85/287,8-9=-113/339,9-10=-131/391,10-11=-150/446,11-12=-167/490,12-13=-149/461,
13-14=-149/461,14-15=-149/461,15-59=-149/461,16-59=-149/461,16-60=-149/461,17-60=-149/461,17-18=-149/461,
18-19=-149/461,19-20=-149/461,20-21=-166/490,21-22=-151/446,22-23=-130/391,23-24=-113/339,24-61=-85/287,
25-61=-94/282
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneand C-C
Corner(3E)-0-10-12 to4-0-0,Exterior(2N)4-0-0 to17-10-0, Corner(3R)17-10-0 to22-7-10,Exterior(2N)22-7-10 to30-2-0, Corner(3R)30-2-0 to34-11-10,Exterior(2N)
34-11-10 to48-10-12 zone; cantilever leftandrightexposed ; end vertical leftandrightexposed;C-C formembersand forces&MWFRS forreactions shown;Lumber
DOL=1.60plategripDOL=1.60
3)Trussdesigned for windloads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:Lum DOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(LumDOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0;Cs=1.00;Ct=1.10,Lu=50-0-0;Min. flatroofsnow loadgoverns. Rain surchargeapplied toallexposed surfaceswith slopesless than0.500/12inaccordance with IBC
1608.3.4.
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Provideadequatedrainage toprevent waterponding.
8)Allplatesare2x4MT20unlessotherwiseindicated.
9)Gablerequires continuousbottom chordbearing.
10)Truss tobe fullysheathed fromone faceor securelybracedagainst lateralmovement(i.e.diagonalweb).
11)Gable studs spacedat2-0-0oc.
12)This trusshasbeendesigned fora10.0psfbottom chordlive loadnonconcurrent withanyother liveloads.
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE01 2 12005540-12T PiggybackBaseSupported Gable Job Reference(optional)
Run:8.42S8.40Apr72020 Print:8.400SApr72020MiTek Industries,Inc.WedSep0216:36:20 Page: 1
ID:FY5BU?gX1h_f0zMRSujVyTyhiGr-ioTr1J443JjehKQy_9i3KVqHez2?78mx4lTLCyyhdWv
Continuedonpage 2
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
13)Providemechanical connection(byothers)of trusstobearingplate capableof withstanding100 lbupliftat joint(s)55,54,53,52,51,50,49,46,45,44,43,42,40,39,38,37,
36,35,34except(jt=lb)57=181,32=168,56=201,33=196.
14)This truss isdesigned inaccordance withthe2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
15)Graphicalpurlinrepresentationdoesnotdepictthesizeor theorientationof thepurlinalongthetopand/orbottom chord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE01 2 12005540-12T PiggybackBaseSupportedGable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTek Industries, Inc.WedSep0216:36:20 Page: 2
ID:FY5BU?gX1h_f0zMRSujVyTyhiGr-ioTr1J443JjehKQy_9i3KVqHez2?78mx4lTLCyyhdWv
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
31
262524 2322 21 2019 18 17 16
15141213
3 12
4
11
5
6 7 89 10
T2
T1
T3 T4
T5
T6
W1 W15
B1 B3B1B2
W7W8 W9 W8W9 W8W7
W10
W2 W14
W11
W12 W13W3W4
W5W6
ST1
ST2
ST3
ST4
ST5
ST6
ST7
ST8
ST9
ST10
ST11
ST12
Scale=1:92.4
Plate Offsets(X,Y):[6:0-4-0,0-2-8], [10:0-4-0,0-2-8], [17:0-3-8,0-1-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.99 Vert(LL)-0.1421-23>999360 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.62 Vert(CT)-0.3020-21>999240
TCDL 10.0 RepStress Incr YES WB 0.81 Horz(CT)0.0916n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:389 lbFT=20%
LUMBER
TOP CHORD2x4SPFNo.2
BOT CHORD2x4SPFNo.2
WEBS 2x4SPFNo.2*Except*W1,W15:2x6SPF No.2,W2,W14,W13,W3:2x4
SPFStud
OTHERS 2x4SPFStud*Except*ST9,ST12:2x4SPF No.2
BRACING
TOPCHORD Structuralwood sheathingdirectlyappliedor3-4-2ocpurlins,
exceptend verticals,and2-0-0ocpurlins(2-2-0max.):6-10.
BOTCHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing,Except:
6-0-0ocbracing:27-28,26-27.
WEBS 1 Rowatmidpt 6-24,6-23,7-23,9-23,9-21,10-21,
11-20,11-18,4-28,5-26
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS Allbearings6-10-0.except16=0-6-0,27=0-3-8
(lb)-MaxHoriz31=-250(LC14)
MaxUpliftAlluplift100(lb)or lessatjoint(s)except16=-364(LC17),
28=-556(LC13),31=-385(LC57)
MaxGravAllreactions250(lb)or lessatjoint(s)29,30,31except
16=1922(LC2),27=410(LC7),28=2399(LC2)
FORCES (lb)-Max.Comp./Max.Ten.-All forces250(lb)or lessexcept whenshown.
TOP CHORD 2-3=-114/521,3-51=-100/527,51-52=-97/536,52-53=-90/557,4-53=-87/573,4-54=-981/285,5-54=-916/309,
5-6=-1354/431,6-7=-1906/531,7-55=-1906/531,8-55=-1906/531,8-56=-1906/531,9-56=-1906/531,9-10=-2131/574,
10-11=-2133/580,11-57=-2161/556,57-58=-2226/543,12-58=-2302/533,12-59=-1974/456,13-59=-2027/445,
13-14=-2117/443,2-31=-97/399,14-16=-1863/457
BOT CHORD 27-28=-466/243,26-27=-466/243,25-26=-173/819,24-25=-173/819,23-24=-216/1206,22-23=-328/2131,
21-22=-328/2131,20-21=-234/1872,19-20=-312/1991,18-19=-312/1991,17-18=-324/1821
WEBS 6-24=-878/226,6-23=-298/1344,7-23=-643/239,9-23=-491/120,9-21=-283/270,10-21=-188/498,10-20=-141/542,
11-20=-502/249,2-28=-553/243,14-17=-302/1884,12-18=-74/341,12-17=-587/179,4-28=-2309/547,4-26=-314/1870,
5-26=-1296/271,5-24=-185/1061
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to4-6-7, Interior(1)4-6-7 to15-10-0,Exterior(2R)15-10-0 to23-6-3, Interior(1)23-6-3 to36-6-0,Exterior(2R)36-6-0 to44-2-3, Interior(1)44-2-3 to
55-2-12zone; cantileverleftandrightexposed ; end vertical leftandrightexposed;C-C formembersand forces&MWFRSforreactions shown;Lumber DOL=1.60plategrip
DOL=1.60
3)Trussdesigned for wind loads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandardIndustry GableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns.Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof liveloadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Provideadequatedrainage toprevent waterponding.
8)Allplatesare2x4MT20unlessotherwise indicated.
9)Gable studs spacedat2-0-0oc.
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE02 2 12005540-12T PiggybackBaseStructural Gable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTekIndustries,Inc.WedSep0216:36:21 Page: 1
ID:Nv_?pw3m5YmqpE3bsbzDw1yhglW-A_1DEf5ipdrVJU?8YsDItjMHvNH1sRr4JPCukPyhdWu
Continuedonpage 2
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
10)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyotherliveloads.
11)Providemechanical connection(byothers)of trusstobearingplate capableof withstanding385 lbupliftat joint31,556 lbupliftat joint28and364 lbupliftat joint16.
12)This truss isdesigned inaccordance withthe2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
13)Graphicalpurlinrepresentationdoesnotdepictthesizeor theorientationof thepurlinalongthetopand/orbottom chord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE02 2 12005540-12T PiggybackBaseStructuralGable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTek Industries, Inc.WedSep0216:36:21 Page: 2
ID:Nv_?pw3m5YmqpE3bsbzDw1yhglW-A_1DEf5ipdrVJU?8YsDItjMHvNH1sRr4JPCukPyhdWu
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
65 36
35341332323431
5 30
6 29
7 28
8 27
9 26
10 25
1112131415161718192021222324
W1
T2
T1
T3 T4
T5
T6
W2
B1 B1B1B2
ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8ST8ST8ST8ST8ST8ST8ST8ST8ST8ST8 ST9 ST10
ST11 ST12 ST13 ST14 ST15 ST16
Scale=1:92.4
Plate Offsets(X,Y):[11:0-4-8,0-2-12], [20:0-2-12,0-1-8], [24:0-3-0,0-2-0], [57:0-3-0,0-3-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.23 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.21 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.17 Horz(CT)0.0136n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:395 lbFT=20%
LUMBER
TOP CHORD2x4SPFNo.2
BOT CHORD2x4SPFNo.2
WEBS 2x6SPFNo.2
OTHERS 2x4SPFNo.2*Except*ST1,ST2,ST3,ST13,ST14,ST15,ST16:2x4SPF
Stud
BRACING
TOPCHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals,and2-0-0ocpurlins(6-0-0max.):11-24.
BOTCHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
WEBS 1 Rowatmidpt 8-60,9-59,10-58,12-57,13-56,
14-55,15-54,16-52,17-51,18-50,
19-49,21-48,22-47,23-46,25-45,
26-43,27-42
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS Allbearings54-4-0.
(lb)-MaxHoriz65=-250(LC14)
MaxUpliftAlluplift100(lb)or lessatjoint(s)38,39,40,41,42,43,45,
47,48,49,50,51,52,54,55,56,58,59,60,61,62,63except
36=-200(LC13),37=-261(LC12),64=-180(LC13),65=-170
(LC12)
MaxGravAllreactions250(lb)or lessatjoint(s)38,39,40,41,42,43,
45,46,47,48,49,50,51,52,54,55,56,57,58,59,60,61,62,
63,65except36=277(LC30),37=282(LC31),64=263(LC
30)
FORCES (lb)-Max.Comp./Max.Ten.-All forces250(lb)or lessexcept whenshown.
TOP CHORD 6-7=-102/265,7-8=-121/317,8-9=-139/369,9-10=-158/425,10-11=-172/461,11-12=-155/437,12-13=-155/435,
13-14=-155/435,14-15=-155/435,15-16=-155/435,16-17=-155/435,17-18=-155/435,18-19=-155/435,19-20=-155/435,
20-21=-155/435,21-22=-155/435,22-23=-155/435,23-24=-155/435,24-25=-171/459,25-26=-159/425,26-27=-139/368,
27-28=-121/317,28-29=-103/264
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)-0-10-12 to4-6-7,Exterior(2N)4-6-7 to15-10-0, Corner(3R)15-10-0 to21-3-3,Exterior(2N)21-3-3 to36-6-0,Corner(3R)36-6-0 to42-1-12,Exterior(2N)42-1-12to
55-2-12zone; cantileverleftandrightexposed ; end vertical leftandrightexposed;C-C formembersand forces&MWFRSforreactions shown;Lumber DOL=1.60plategrip
DOL=1.60
3)Trussdesigned for wind loads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandardIndustry GableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns.Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof liveloadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Provideadequatedrainage toprevent waterponding.
8)Allplatesare2x4MT20unlessotherwise indicated.
9)Gablerequires continuousbottom chordbearing.
10)Truss tobe fully sheathed fromone faceor securelybracedagainstlateralmovement(i.e.diagonal web).
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE03 2 12005540-12T PiggybackBaseSupported Gable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTekIndustries,Inc.WedSep0216:36:22 Page: 1
ID:q4dO5mbwKGYPr6NjzwCilcyhggy-fAabR?6LawzMweaK5akXQwveXnjhb15EY3yRGryhdWt
Continuedonpage 2
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
11)Gablestuds spacedat2-0-0oc.
12)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyotherliveloads.
13)Providemechanical connection(byothers)of trusstobearingplate capableof withstanding100 lbupliftat joint(s)63,62,61,60,59,58,56,55,54,52,51,50,49,48,47,45,
43,42,41,40,39,38except(jt=lb)65=169,36=199,64=179,37=260.
14)This truss isdesigned inaccordance withthe2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
15)Graphicalpurlinrepresentationdoesnotdepictthesizeor theorientationof thepurlinalongthetopand/orbottom chord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE03 2 12005540-12T PiggybackBaseSupportedGable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTek Industries, Inc.WedSep0216:36:22 Page: 2
ID:q4dO5mbwKGYPr6NjzwCilcyhggy-fAabR?6LawzMweaK5akXQwveXnjhb15EY3yRGryhdWt
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
612
55 36
67
35341332323314305
296
287
278
269
2510
1112131415161718192021222324
W1
T2
T1
T3 T4
T5
T6
W1B1B2
B3
B4 B5B1
W2
ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8ST8 ST9ST9ST9ST9ST9ST9ST9ST9 ST10 ST7 ST6 ST5 ST4 ST3 ST2
ST1
Scale=1:92.2
Plate Offsets(X,Y):[11:0-3-0,0-2-0], [24:0-3-0,0-2-0], [56:0-2-8,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.19 Vert(LL)0.0014>999360 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.18 Vert(CT)0.0014-56>999240
TCDL 10.0 RepStress Incr YES WB 0.17 Horz(CT)0.0136n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:392 lbFT=20%
LUMBER
TOP CHORD2x4SPFNo.2
BOT CHORD2x4SPFNo.2
WEBS 2x6SPFNo.2*Except*W2:2x4SPFNo.2
OTHERS 2x4SPFNo.2*Except*ST1,ST2,ST3,ST4:2x4SPFStud
BRACING
TOPCHORD Structural wood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals,and2-0-0ocpurlins(10-0-0max.):11-24.
BOTCHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.Except:
1Rowatmidpt14-56
WEBS 1 Rowatmidpt 9-60,10-59,12-58,13-57,15-54,
16-53,17-52,18-51,19-50,21-49,
22-48,23-46,25-44,26-43,27-42
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS Allbearings33-6-0.except67=18-9-14,66=18-9-14,64=18-9-14,
63=18-9-14,62=18-9-14,61=18-9-14,60=18-9-14,59=18-9-14,
58=18-9-14,57=18-9-14
(lb)-MaxHoriz67=-235(LC12)
MaxUpliftAlluplift100(lb)or lessatjoint(s)38,39,40,41,42,43,44,
48,49,50,51,52,53,54,55,57,59,60,61,62,63,64except
36=-226(LC13),37=-324(LC12),66=-311(LC13),67=-359
(LC12)
MaxGravAllreactions250(lb)or lessatjoint(s)38,39,40,41,42,43,
44,46,48,49,50,51,52,53,54,55,57,58,59,60,61,62,63,
64except36=302(LC14),37=300(LC15),66=386(LC14),
67=335(LC15)
FORCES (lb)-Max.Comp./Max.Ten.-All forces250(lb)or lessexcept whenshown.
TOP CHORD 7-8=-94/286,8-9=-112/337,9-10=-131/394,10-11=-145/430,11-12=-130/408,12-13=-130/408,13-14=-130/408,
14-15=-137/414,15-16=-137/414,16-17=-137/414,17-18=-137/414,18-19=-137/414,19-20=-137/414,20-21=-137/414,
21-22=-137/414,22-23=-137/414,23-24=-137/414,24-25=-152/436,25-26=-139/400,26-27=-119/344,27-28=-101/292
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)-0-10-12 to4-4-1,Exterior(2N)4-4-1 to14-10-0, Corner(3R)14-10-0 to20-0-13,Exterior(2N)20-0-13 to35-6-0,Corner(3R)35-6-0 to40-8-13,Exterior(2N)40-8-13
to53-2-12zone; cantileverleftandrightexposed ; endvertical leftandrightexposed;C-C formembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plate
grip DOL=1.60
3)Trussdesigned for wind loads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandard Industry GableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns.Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
5)Unbalanced snow loadshavebeen consideredfor thisdesign.
6)This trusshasbeendesigned forgreaterofminroof liveloadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Provideadequatedrainage toprevent waterponding.
8)Allplatesare2x4MT20unlessotherwise indicated.
9)Truss tobe fully sheathed fromone faceor securelybracedagainstlateralmovement(i.e.diagonal web).
10)Gable studs spacedat2-0-0oc.
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE04 4 12005540-12T PiggybackBaseSupported Gable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTekIndustries,Inc.WedSep0216:36:23 Page: 1
ID:9?RtYn2ak2O9RzXkno?qKXyhgpP-7N8zfL7zLE6DYo9XfHFmy8SqwA4NKULNnjh?pHyhdWs
Continuedonpage 2
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
11)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyotherliveloads.
12)Providemechanical connection(byothers)of trusstobearingplate capableof withstanding100 lbupliftat joint(s)55,64,63,62,61,60,59,57,54,53,52,51,50,49,48,44,
43,42,41,40,39,38except(jt=lb)67=358,36=225,66=311,37=324.
13)This truss isdesigned inaccordance withthe2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
14)Graphicalpurlinrepresentationdoesnotdepictthesizeor theorientationof thepurlinalongthetopand/orbottom chord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE04 4 12005540-12T PiggybackBaseSupportedGable Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTek Industries, Inc.WedSep0216:36:23 Page: 2
ID:9?RtYn2ak2O9RzXkno?qKXyhgpP-7N8zfL7zLE6DYo9XfHFmy8SqwA4NKULNnjh?pHyhdWs
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
MT18HS3x10
5x6
4x4
5 4
1
2
3
W1
T1
W2
B1
Scale = 1:32.5
Plate Offsets(X,Y):[4:Edge,0-3-8], [5:0-3-8,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.77 Vert(LL)n/a -n/a999 MT18HS 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.34 Vert(CT)n/a -n/a999 MT20 197/144
TCDL 10.0 RepStress Incr YES WB 0.00 Horz(CT)n/a -n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:13 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor1-6-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)4=20/1-6-0,(min.0-1-8),5=119/1-6-0,(min.0-1-8)
Max Horiz5=101(LC13)
Max Uplift4=-177(LC13),5=-83(LC14)
Max Grav4=145(LC14),5=162(LC31)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 3-4=-123/308
NOTES
1)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)zone; cantilever leftexposed ; end vertical leftexposed;C-Cformembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategrip DOL=1.60
2)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
6)AllplatesareMT20platesunlessotherwise indicated.
7)Gablerequires continuousbottom chordbearing.
8)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
9)Gable studs spacedat2-0-0oc.
10)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
11)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding83 lbupliftat joint5and177 lbupliftat joint4.
12)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE05 2 12005540-12T MonopitchSupported Gable Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:25 Page: 1
ID:kX3lx3a2TZ1ToDCIdApDNoyhgrJ-3lGk418DtrMxn5JvniHE1YX0M_jLnQUgE0A5tAyhdWq
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
4x4
4x4
3x4
3x4
5 4
1
2
3
W1
T1
W2
B1
Scale = 1:27.3
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.46 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.21 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.00 Horz(CT)n/a -n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:10 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor1-6-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)4=20/1-6-0,(min.0-1-8),5=119/1-6-0,(min.0-1-8)
Max Horiz5=79(LC13)
Max Uplift4=-102(LC13),5=-19(LC12)
Max Grav4=79(LC14),5=159(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
NOTES
1)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)zone; cantilever leftexposed ; end vertical leftexposed;C-Cformembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategrip DOL=1.60
2)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
6)Gablerequires continuousbottom chordbearing.
7)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
8)Gable studs spacedat2-0-0oc.
9)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
10)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding19 lbupliftat joint5and102 lbupliftat joint4.
11)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
GE06 2 12005540-12T MonopitchSupported Gable Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:25 Page: 1
ID:1cSzreSmpUmuchRN24dtzhyhgrT-3lGk418DtrMxn5JvniHE1YX5B_lOnQUgE0A5tAyhdWq
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
3 12
3x4
3x4
3x4
5
1
2
3
4
T1 W1
B1
HW1
Scale = 1:25.1
Plate Offsets(X,Y):[2:0-2-14,0-0-11], [5:Edge,0-2-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.38 Vert(LL)0.105-8>567360 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.38 Vert(CT)0.095-8>658240
TCDL 10.0 RepStress Incr YES WB 0.00 Horz(CT)-0.02 2n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:16 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
SLIDER Left2x4SPFStud--1-6-0
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor4-11-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)2=219/0-4-0,(min.0-1-8),5=165/0-1-8,(min.0-1-8)
Max Horiz2=63(LC12)
Max Uplift2=-136(LC12),5=-109(LC12)
Max Grav2=287(LC23),5=212(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-3=-184/401
NOTES
1)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to2-1-4, Interior(1)2-1-4 to4-9-4 zone; cantileverleftexposed ; end vertical leftexposed;porch leftandrightexposed;C-C formembersand forces&
MWFRS forreactionsshown;Lumber DOL=1.60plategrip DOL=1.60
2)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10;Min. flatroof snow loadgoverns.
3)Unbalanced snow loadshavebeen considered for thisdesign.
4)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
5)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
6)Bearingat joint(s)5considersparalleltograin valueusingANSI/TPI1angle tograin formula.Buildingdesigner should verifycapacityofbearing surface.
7)Providemechanical connection(byothers)of truss tobearingplateat joint(s)5.
8)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding136 lbupliftatjoint2and109 lbupliftat joint5.
9)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
J01 2 12005540-12T Jack-Closed Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:25 Page: 1
ID:KMJ8HNWl2?eTk63JJeYq0wyhiMD-3lGk418DtrMxn5JvniHE1YX7S_jknQUgE0A5tAyhdWq
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
3 12
1.5x4
=5x6
7
6
1 2
3
54
T1
T2
W2
B1
W1
HW1
Scale = 1:28.5
Plate Offsets(X,Y):[2:0-4-10,Edge], [6:Edge,0-2-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.41 Vert(LL)0.127-10>498360 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.45 Vert(CT)0.107-10>584240
TCDL 10.0 RepStress Incr YES WB 0.07 Horz(CT)-0.03 2n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:17 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
SLIDER Left2x4SPFStud--1-6-0
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor4-11-0ocpurlins,
exceptend verticals,and2-0-0ocpurlins:4-5.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)2=219/0-4-0,(min.0-1-8),6=165/0-1-8,(min.0-1-8)
Max Horiz2=56(LC12)
Max Uplift2=-138(LC12),6=-106(LC12)
Max Grav2=306(LC38),6=224(LC38)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-3=-196/478
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to2-1-4, Interior(1)2-1-4 to4-6-8,Exterior(2E)4-6-8 to4-9-4 zone; cantilever leftexposed ; end vertical leftexposed;porchleftandrightexposed;C-C
formembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plategrip DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns. Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
6)Provideadequatedrainage topreventwaterponding.
7)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
8)Bearingat joint(s)6considersparalleltograin valueusingANSI/TPI1angle tograin formula.Buildingdesigner should verifycapacityofbearing surface.
9)Providemechanical connection(byothers)of truss tobearingplateat joint(s)6.
10)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding138 lbupliftatjoint2and106 lbupliftat joint6.
11)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
12)Graphicalpurlinrepresentationdoesnotdepictthe sizeor theorientationof thepurlinalong the topand/orbottom chord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
J02 2 12005540-12T Jack-Closed Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:25 Page: 1
ID:_xZ5MIsxDvILjZnuVEZdh2yhiLm-3lGk418DtrMxn5JvniHE1YX6__henPOgE0A5tAyhdWq
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
3x4
5
1
2
3
T1
B1
HW1
Scale = 1:20.6
Plate Offsets(X,Y):[2:0-1-12,0-0-11]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.12 Vert(LL)0.015-8>999360 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.08 Vert(CT)0.005-8>999240
TCDL 10.0 RepStress Incr YES WB 0.00 Horz(CT)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:9 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
SLIDER Left2x4SPFStud--1-6-0
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor2-6-8ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
REACTIONS (lb/size)2=141/0-4-0,(min.0-1-8),4=51/Mechanical,(min.0-1-8),
5=29/Mechanical,(min.0-1-8)
Max Horiz2=39(LC12)
Max Uplift2=-93(LC12),4=-36(LC12),5=-18(LC12)
Max Grav2=180(LC23),4=66(LC23),5=40(LC7)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
NOTES
1)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to2-1-4, Interior(1)2-1-4 to2-5-12zone; cantilever leftexposed ; end vertical leftexposed;porchleftandrightexposed;C-Cformembersand forces&
MWFRS forreactionsshown;Lumber DOL=1.60plategrip DOL=1.60
2)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10;Min. flatroof snow loadgoverns.
3)Unbalanced snow loadshavebeen considered for thisdesign.
4)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
5)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
6)Refer togirder(s) for truss to truss connections.
7)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding36 lbupliftat joint4,93 lbupliftatjoint2and18 lbupliftat joint5.
8)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
J03 4 12005540-12T Jack-Open Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:25 Page: 1
ID:pSZVTPz0nslR8YFNLriztEyhiKL-3lGk418DtrMxn5JvniHE1YXBW_nQnQUgE0A5tAyhdWq
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
=3x4 1.5x4
1.5x4
=4x4
1.5x4 1.5x4
1.5x4
=3x4
1 7
10 9 8
62
53
4
T1 T1
B1
ST2
ST1 ST1
Scale =1:27.3
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.11 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.09 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.06 Horz(CT)0.006n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:33 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings10-4-14.
(lb)-MaxHoriz2=53(LC20),11=53(LC20)
MaxUpliftAlluplift100(lb)or lessatjoint(s)2,6,11,15except8=-112
(LC17),10=-113(LC16)
Max GravAllreactions250(lb)or lessat joint(s)2,6,9,11,15except
8=332(LC24),10=332(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhenshown.
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)0-4-3 to3-4-3, Interior(1)3-4-3 to6-2-0,Exterior(2R)6-2-0 to9-2-0, Interior(1)9-2-0 to11-11-13 zone; cantilever leftandrightexposed ; end vertical leftandright
exposed;C-C formembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plategripDOL=1.60
3)Trussdesigned for windloads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandard IndustryGableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough Cat C; PartiallyExp.;
Ce=1.0; Cs=1.00;Ct=1.10
5)Unbalancedsnow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminrooflive loadof12.0psfor2.00 times flatroof loadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Gablerequires continuousbottom chordbearing.
8)Gable studsspacedat2-0-0oc.
9)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
10)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding100 lbupliftatjoint(s)2,6,2,6except(jt=lb)10=112,8=112.
11)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
12)SeeStandard IndustryPiggybackTruss Connection Detail for Connection tobase trussasapplicable,or consultqualifiedbuildingdesigner.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
P01 2 12005540-12T Piggyback Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400 SApr72020MiTek Industries,Inc.Wed Sep0216:36:25 Page: 1
ID:Zy36YSSYUZzmbt6_qs2p4nyhiSl-3lGk418DtrMxn5JvniHE1YXBg_nFnQZgE0A5tAyhdWq
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
6 12
=3x5
=4x4
1.5x4 =3x5
1 5
6
42
3
T1 T1
B1
ST1
Scale =1:27.3
Plate Offsets(X,Y):[2:0-2-8,Edge], [4:0-2-8,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.40 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.39 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.04 Horz(CT)0.002n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:30 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings10-4-14.
(lb)-MaxHoriz2=53(LC20),7=53(LC20)
MaxUpliftAlluplift100(lb)or lessatjoint(s)2,4,6,7,11
Max GravAllreactions250(lb)or lessat joint(s)except2=298(LC23),
4=298(LC24),6=369(LC2),7=298(LC23),11=298(LC24)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhenshown.
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)0-4-3 to3-4-3, Interior(1)3-4-3 to6-2-0,Exterior(2R)6-2-0 to9-2-0, Interior(1)9-2-0 to11-11-13 zone; cantilever leftandrightexposed ; end vertical leftandright
exposed;C-C formembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plategripDOL=1.60
3)Trussdesigned for windloads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandard IndustryGableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough Cat C; PartiallyExp.;
Ce=1.0; Cs=1.00;Ct=1.10
5)Unbalancedsnow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminrooflive loadof12.0psfor2.00 times flatroof loadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Gablerequires continuousbottom chordbearing.
8)Gable studsspacedat4-0-0oc.
9)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
10)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding100 lbupliftatjoint(s)2,4,6,2,4.
11)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
12)SeeStandard IndustryPiggybackTruss Connection Detail for Connection tobase trussasapplicable,or consultqualifiedbuildingdesigner.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
P02 6 12005540-12T Piggyback Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400 SApr72020MiTek Industries,Inc.Wed Sep0216:36:26 Page: 1
ID:Htfuetaq7eEMoPtvPyD9UuyhiSb-Xyq6HN9re9UoPFu6KQoTam3HtO1pWt7qTgwfQcyhdWp
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
612
=3x8 =3x8
1 7
14 13 12 11 10 9 8
62
53
4
T1 T1
B1 B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
Scale =1:39.8
Plate Offsets(X,Y):[2:0-4-12,0-1-8], [6:0-4-12,0-1-8], [11:0-3-0,0-3-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.44 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.47 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.15 Horz(CT)0.006n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:70 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings18-8-14.
(lb)-MaxHoriz2=91(LC20),19=91(LC20)
MaxUpliftAlluplift100(lb)or lessatjoint(s)2,6,8,9,13,14,19,23
except10=-270(LC17),11=-121(LC2),12=-271(LC16)
Max GravAllreactions250(lb)or lessat joint(s)2,6,8,9,11,13,14,19,
23except10=516(LC24),12=516(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhenshown.
WEBS 3-12=-454/298,5-10=-454/298
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)0-4-3 to3-4-3, Interior(1)3-4-3 to10-4-0,Exterior(2R)10-4-0 to13-4-0, Interior(1)13-4-0 to20-3-13zone; cantilever leftandrightexposed ; end verticalleftand
rightexposed;C-Cformembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plategrip DOL=1.60
3)Trussdesigned for windloads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandard IndustryGableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough Cat C; PartiallyExp.;
Ce=1.0; Cs=1.00;Ct=1.10
5)Unbalancedsnow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminrooflive loadof12.0psfor2.00 times flatroof loadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Gablerequires continuousbottom chordbearing.
9)Gable studsspacedat2-0-0oc.
10)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
11)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding100 lbupliftatjoint(s)2,6,13,14,9,8,2,6except(jt=lb)11=121,12=270,
10=269.
12)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
13)SeeStandard IndustryPiggybackTruss Connection Detail for Connection tobase trussasapplicable,or consultqualifiedbuildingdesigner.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
P03 8 12005540-12T Piggyback Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400 SApr72020MiTek Industries,Inc.Wed Sep0216:36:26 Page: 1
ID:_?jG2CAFT?Ol60DIzAuAWxyhinn-Xyq6HN9re9UoPFu6KQoTam3HGO0ZWrOqTgwfQcyhdWp
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
=3x4 =3x4
1 7
11 10 9 8
62
53
4
T1 T1
B1 B2
ST2
ST1 ST1
Scale =1:39.8
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.27 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.21 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.09 Horz(CT)0.006n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:58 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings18-8-14.
(lb)-MaxHoriz2=91(LC20),12=91(LC20)
MaxUpliftAlluplift100(lb)or lessatjoint(s)2,6,12,15except8=-195
(LC17),11=-196(LC16)
Max GravAllreactions250(lb)or lessat joint(s)2,6,9,12,15except
8=493(LC24),11=493(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhenshown.
WEBS 3-11=-362/228,5-8=-362/228
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)0-4-3 to3-4-3, Interior(1)3-4-3 to10-4-0,Exterior(2R)10-4-0 to13-4-0, Interior(1)13-4-0 to20-3-13zone; cantilever leftandrightexposed ; end verticalleftand
rightexposed;C-Cformembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plategrip DOL=1.60
3)Trussdesigned for windloads in theplaneof the trussonly.For studsexposed to wind(normal tothe face), seeStandard IndustryGableEnd Detailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough Cat C; PartiallyExp.;
Ce=1.0; Cs=1.00;Ct=1.10
5)Unbalancedsnow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminrooflive loadof12.0psfor2.00 times flatroof loadof15.4psfonoverhangsnon-concurrent withother live loads.
7)Gablerequires continuousbottom chordbearing.
8)Gable studsspacedat4-0-0oc.
9)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
10)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding100 lbupliftatjoint(s)2,6,2,6except(jt=lb)11=195,8=195.
11)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
12)SeeStandard IndustryPiggybackTruss Connection Detail for Connection tobase trussasapplicable,or consultqualifiedbuildingdesigner.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
P04 32 12005540-12T Piggyback Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400 SApr72020MiTek Industries,Inc.Wed Sep0216:36:27 Page: 1
ID:ZDaY7GfDUn6M8UvFJwroGMyhiSU-?8OUVjATPTcf1PTIu7Ki7zcUeoQsFJazhKfCy3yhdWo
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
612
22
21 2019 18 1716 15
14
1 13212
113
4 10
5 9
6 7 8
T2
T1
T3
T2
T1
W1 W1
B1 B1B1
W3
W4 W5
W6W7 W8 W7W6
W5 W4
W3W2 W2
Scale = 1:80.8
Plate Offsets(X,Y):[6:0-3-0,0-2-0], [8:0-3-0,0-2-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL)-0.1521-22>999360 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.80 Vert(CT)-0.3319-21>999240
TCDL 10.0 RepStress Incr YES WB 0.78 Horz(CT)0.1514n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:260 lbFT = 20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPF No.2*Except*W3,W2:2x4SPFStud,W1:2x6SPFNo.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor2-5-10ocpurlins,
exceptend verticals,and2-0-0ocpurlins(3-4-5max.):6-8.
BOT CHORD Rigid ceilingdirectlyappliedor9-2-11ocbracing.
WEBS 1 Rowatmidpt 5-21,5-19,7-18,9-17,9-15,4-22,
10-14
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordancewithStabilizer
Installationguide.
REACTIONS (lb/size)14=1802/0-6-0,(min.0-3-3),22=1802/0-6-0,(min.0-3-3)
Max Horiz22=220(LC15)
Max Uplift14=-368(LC17),22=-368(LC16)
Max Grav14=2039(LC41),22=2039(LC41)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhen shown.
TOP CHORD 4-24=-2489/518,24-25=-2377/530,25-26=-2349/533,5-26=-2259/547,5-6=-2292/604,6-27=-2038/607,7-27=-2038/607,
7-28=-2038/607,8-28=-2038/607,8-9=-2292/604,9-29=-2259/547,29-30=-2349/534,30-31=-2377/530,
10-31=-2489/519
BOT CHORD 21-22=-396/1819,20-21=-382/2184,19-20=-382/2184,18-19=-277/1919,17-18=-264/1919,16-17=-349/2184,
15-16=-349/2184,14-15=-345/1819
WEBS 4-21=-17/476,5-19=-455/268,6-19=-146/526,6-18=-172/456,7-18=-628/232,8-18=-172/456,8-17=-146/526,
9-17=-455/268,10-15=-17/476,4-22=-2520/474,10-14=-2520/474
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)-0-10-12 to3-10-14, Interior(1)3-10-14 to17-10-0,Exterior(2R)17-10-0 to24-7-7,Interior(1)24-7-7 to30-2-0,Exterior(2R)30-2-0 to36-11-7, Interior(1)36-11-7
to48-10-12 zone; cantilever leftandrightexposed ; endvertical leftandrightexposed;C-C formembersand forces&MWFRS forreactionsshown;LumberDOL=1.60plate
grip DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:Lum DOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(LumDOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0;Cs=1.00;Ct=1.10,Lu=50-0-0;Min. flatroofsnow loadgoverns. Rain surchargeapplied toallexposed surfaceswith slopesless than0.500/12inaccordance with IBC
1608.3.4.
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
6)Provideadequatedrainage toprevent waterponding.
7)This trusshasbeendesigned fora10.0psfbottom chordlive loadnonconcurrent withanyother liveloads.
8)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding368lbupliftat joint22and368lbupliftatjoint14.
9)This truss is designed inaccordance with the2018 International Residential Code sections R502.11.1andR802.10.2andreferenced standardANSI/TPI1.
10)Graphicalpurlinrepresentationdoesnotdepict the sizeor theorientationof thepurlinalong the topand/orbottom chord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
T01 6 12005540-12T PiggybackBase Job Reference(optional)
Run:8.42S8.40Apr72020 Print:8.400SApr72020MiTek Industries,Inc.WedSep0216:36:27 Page: 1
ID:bmWWA1TsJsPF34obI7qv8TyhiBy-?8OUVjATPTcf1PTIu7Ki7zcNIoHdF8pzhKfCy3yhdWo
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
100.00 lb/ft70.00 lb/ft to0.00 lb/ft
27 26 25 2423 2221 20 1918 17 16
15141213
3 12
4 11
5
6 7 89 10
T2
T1
T3 T4
T5
T6
W1 W15
B1 B3B1B2
W7 W8 W9 W8 W9 W8W10
W11
W14
W2
W6
W3W4
W5 W12
W13
Scale=1:92.4
Plate Offsets(X,Y):[2:0-2-12,0-2-0], [6:0-6-0,0-2-8], [10:0-4-0,0-2-8], [12:0-3-8,0-1-8], [14:0-3-1,0-2-0], [26:0-3-8,0-3-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.93 Vert(LL)-0.2220-22>999360 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.99 Vert(CT)-0.4720-22>999240
TCDL 10.0 RepStress Incr NO WB 0.91 Horz(CT)0.2316n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:320 lbFT=20%
LUMBER
TOP CHORD2x6SPFNo.2*Except*T3:2x4SPF1650F1.5E,T5,T6:2x4SPF No.2,
T4:2x4SPF2100F1.8E
BOT CHORD2x4SPFNo.2
WEBS 2x4SPFNo.2*Except*W1,W15:2x6SPF No.2,W3,W4,W13:2x4SPF
Stud
BRACING
TOPCHORD Structuralwood sheathingdirectlyapplied,exceptend verticals,
and2-0-0ocpurlins(2-11-15max.):6-10.
BOTCHORD Rigid ceilingdirectlyappliedor6-10-9ocbracing.
WEBS 1 Rowatmidpt 7-22,9-20,10-20,11-19,12-16,
4-23,3-26,11-17
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)16=2297/0-6-0,(min.0-3-14),27=3323/0-6-0,(min.0-5-7)
MaxHoriz27=-247(LC14)
MaxUplift16=-455(LC17),27=-715(LC16)
MaxGrav16=2453(LC2),27=3462(LC2)
FORCES (lb)-Max.Comp./Max.Ten.-All forces250(lb)or lessexcept whenshown.
TOP CHORD 2-3=-2570/621,3-28=-3885/919,28-29=-3831/914,29-30=-3696/893,30-31=-3677/862,4-31=-3427/858,4-5=-3626/894,
5-32=-3349/861,6-32=-3216/851,6-7=-3334/858,7-33=-3334/858,8-33=-3334/858,8-34=-3334/858,9-34=-3334/858,
9-10=-3245/836,10-11=-3062/783,11-35=-2878/712,35-36=-2945/698,12-36=-3021/688,2-27=-3425/824,
14-16=-305/200
BOT CHORD 25-26=-576/2267,24-25=-740/3288,23-24=-740/3288,22-23=-613/2960,21-22=-581/3245,20-21=-581/3245,
19-20=-428/2676,18-19=-493/2736,17-18=-493/2736,16-17=-471/2376
WEBS 6-23=-205/806,6-22=-204/719,7-22=-618/232,9-22=-137/314,9-20=-797/348,10-20=-328/1092,10-19=-118/442,
11-19=-345/243,12-16=-3070/586,2-26=-657/3098,4-23=-883/363,3-26=-2064/503,3-25=-259/1402,4-25=-840/240,
11-17=-389/163,12-17=-66/627
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to4-6-7, Interior(1)4-6-7 to15-10-0,Exterior(2R)15-10-0 to23-6-3, Interior(1)23-6-3 to36-6-0,Exterior(2R)36-6-0 to44-2-3, Interior(1)44-2-3 to
55-2-12zone; cantileverleftandrightexposed ; end vertical leftandrightexposed;C-C formembersand forces&MWFRSforreactions shown;Lumber DOL=1.60plategrip
DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns.Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof liveloadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
6)Provideadequatedrainage toprevent waterponding.
7)This trusshasbeendesigned fora10.0psfbottom chordlive loadnonconcurrentwithanyother liveloads.
8)Providemechanical connection(byothers)of truss tobearingplate capableofwithstanding715 lbupliftat joint27and455lbupliftat joint16.
9)This truss isdesigned inaccordance with the2018 International ResidentialCode sections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
10)Graphicalpurlinrepresentationdoesnotdepict the sizeor theorientationof thepurlinalong the topand/orbottomchord.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
T02 12 12005540-12T PiggybackBase Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTekIndustries,Inc.WedSep0216:36:28 Page: 1
ID:vmb7e?Oj36xJ8kNTAB4VBbyhi1j-TKysi3B5AmkVeZ2USqrxfB9V4Bau_Z06w_PmUVyhdWn
Continuedonpage 2
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
1)Dead +Snow(balanced):LumberIncrease=1.15,PlateIncrease=1.15
UniformLoads(lb/ft)
Vert:1-2=-51,2-3=-51,6-32=-51,6-10=-61,10-14=-51,14-15=-51,16-27=-20
TrapezoidalLoads(lb/ft)
Vert:3=-221-to-28=-218,28=-218-to-29=-215,29=-215-to-30=-209,30=-209-to-31=-192,31=-192-to-4=-187,4=-187-to-5=-171,5=-171-to-32=-151
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
T02 12 12005540-12T PiggybackBase Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTek Industries, Inc.WedSep0216:36:28 Page: 2
ID:vmb7e?Oj36xJ8kNTAB4VBbyhi1j-TKysi3B5AmkVeZ2USqrxfB9V4Bau_Z06w_PmUVyhdWn
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
612
70.00 lb/ft to0.00 lb/ft100.00 lb/ft
24 23 22 212019 18 17
30
2928 27 26 25
161512
14313
4 125
6 7 8 910 11
T2
T1
T3 T4
T5
T6
W1
W19B1B2
B3
B4 B4B5
W7 W8
W10
W9 W11 W14
W15
W18
W11W12 W13
W2
W3
W6W5
W4
W16
W17
Scale=1:92.2
Plate Offsets(X,Y):[2:0-2-12,0-2-4], [5:0-2-11,Edge], [6:0-6-0,0-2-8], [11:0-4-0,0-2-8], [13:0-3-8,0-1-8], [25:0-3-4,0-3-4], [27:0-3-8,0-1-8], [28:0-3-8,0-3-0], [29:0-1-12,0-1-8],
[30:0-2-0,0-0-4]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.74 Vert(LL)-0.227>999360 MT20 197/144
Snow(Pf/Pg)20.4/20.0 Lumber DOL 1.15 BC 0.94 Vert(CT)-0.4322-23>999240
TCDL 10.0 RepStress Incr NO WB 0.84 Horz(CT)0.2117n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:336 lbFT=20%
LUMBER
TOP CHORD2x4SPFNo.2*Except*T2,T1:2x6SPFNo.2,T4:2x4SPF1650F1.5E
BOT CHORD2x4SPFNo.2
WEBS 2x4SPFNo.2*Except*W1,W19:2x6SPF No.2,W3,W5,W4,W17:2x4
SPFStud
BRACING
TOPCHORD Structural wood sheathingdirectlyappliedor2-10-1ocpurlins,
exceptend verticals,and2-0-0ocpurlins(2-8-5max.):6-11.
BOTCHORD Rigid ceilingdirectlyappliedor6-8-14ocbracing.Except:
1Rowatmidpt7-25
WEBS 1 Rowatmidpt 8-23,11-20,12-20,13-17,10-22,
11-22,4-26,12-18
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)17=2241/0-6-0,(min.0-3-12),30=3260/0-6-0,(min.0-5-5)
MaxHoriz30=-232(LC12)
MaxUplift17=-443(LC17),30=-700(LC16)
MaxGrav17=2388(LC2),30=3389(LC2)
FORCES (lb)-Max.Comp./Max.Ten.-All forces250(lb)or lessexcept whenshown.
TOP CHORD 2-31=-2799/660,3-31=-2716/663,3-32=-4051/949,32-33=-3945/934,33-34=-3806/916,4-34=-3573/885,4-5=-3703/916,
5-6=-3678/915,6-7=-3362/860,7-35=-3357/859,35-36=-3357/859,8-36=-3357/859,8-9=-3181/823,9-37=-3181/823,
10-37=-3181/823,10-11=-3054/792,11-12=-2843/747,12-38=-2555/657,38-39=-2618/644,13-39=-2690/635,
2-30=-3354/807,15-17=-278/187
BOT CHORD 27-28=-626/2486,26-27=-775/3405,25-26=-657/3080,7-25=-307/117,22-23=-561/3054,21-22=-410/2506,
20-21=-410/2506,19-20=-457/2478,18-19=-457/2478,17-18=-417/2058
WEBS 6-26=-236/851,6-25=-195/752,23-25=-615/3161,8-25=-184/711,8-23=-905/326,11-20=-115/359,12-20=-252/310,
13-17=-2841/547,10-22=-845/346,10-23=-135/367,11-22=-325/1115,2-28=-671/3168,3-28=-1912/476,4-26=-921/357,
4-27=-660/205,3-27=-233/1224,12-18=-511/174,13-18=-83/733
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; ExpC;Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to4-4-1, Interior(1)4-4-1 to14-10-0,Exterior(2R)14-10-0 to22-2-13, Interior(1)22-2-13 to35-6-0,Exterior(2R)35-6-0 to42-10-13, Interior(1)42-10-13
to53-2-12zone; cantileverleftandrightexposed ; endvertical leftandrightexposed;C-C formembersand forces&MWFRS forreactions shown;Lumber DOL=1.60plate
grip DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15PlateDOL=1.15);Pg=20.0psf;Pf=20.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10,Lu=50-0-0;Min. flatroof snow loadgoverns.Rain surchargeapplied toallexposed surfaceswith slopes less than0.500/12inaccordancewith IBC
1608.3.4.
4)Unbalanced snow loadshavebeen consideredfor thisdesign.
5)This trusshasbeendesigned forgreaterofminroof liveloadof12.0psfor2.00 times flatroofloadof15.4psfonoverhangsnon-concurrent withother live loads.
6)Provideadequatedrainage toprevent waterponding.
7)This trusshasbeendesigned fora10.0psfbottomchordlive loadnonconcurrentwithanyother liveloads.
8)Providemechanical connection(byothers)of truss tobearingplate capableofwithstanding700 lbupliftat joint30and443lbupliftat joint17.
9)This trussisdesigned inaccordance with the2018 International ResidentialCode sections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
T03 20 12005540-12T PiggybackBase Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTekIndustries,Inc.WedSep0216:36:28 Page: 1
ID:bUrs9rcFhV5RpeqSOl53Tyyhh62-TKysi3B5AmkVeZ2USqrxfB9Y2Bbh_a76w_PmUVyhdWn
Continuedonpage 2
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
10)Graphicalpurlinrepresentationdoesnotdepictthesizeor theorientationof thepurlinalongthetopand/orbottom chord.
LOADCASE(S)Standard
1)Dead +Snow(balanced):LumberIncrease=1.15,PlateIncrease=1.15
UniformLoads(lb/ft)
Vert:1-2=-51,2-3=-51,6-11=-61,11-15=-51,15-16=-51,25-30=-20,17-24=-20
TrapezoidalLoads(lb/ft)
Vert:3=-221-to-32=-217,32=-217-to-33=-214,33=-214-to-34=-197,34=-197-to-4=-186,4=-186-to-5=-183,5=-183-to-6=-151
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
T03 20 12005540-12T PiggybackBase Job Reference(optional)
Run:8.42S8.40Apr72020Print:8.400SApr72020MiTek Industries, Inc.WedSep0216:36:28 Page: 2
ID:bUrs9rcFhV5RpeqSOl53Tyyhh62-TKysi3B5AmkVeZ2USqrxfB9Y2Bbh_a76w_PmUVyhdWn
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
10 12
3x4
=3x4
=4x4
1.5x4 =3x4
3x4
1 58
7
6
2 4
3
T1 T1
W1 W1B1
W2
Scale = 1:32.5
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.08 Vert(LL)0.00 7>999360 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.03 Vert(CT)0.00 7>999240
TCDL 10.0 RepStress Incr YES WB 0.02 Horz(CT)n/a -n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:13 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor3-4-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)6=144/0-4-0,(min.0-1-8),8=144/0-4-0,(min.0-1-8)
Max Horiz8=70(LC15)
Max Uplift6=-39(LC17),8=-39(LC16)
Max Grav6=185(LC24),8=185(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E) zone; cantilever leftandrightexposed ; end vertical leftandrightexposed;C-C formembersand forces&MWFRSforreactions shown;Lumber DOL=1.60plate
grip DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
6)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
7)Bearingat joint(s)8,6 considersparallel tograin valueusingANSI/TPI1angle tograin formula.Buildingdesigner shouldverify capacityofbearing surface.
8)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding39 lbupliftat joint8and39 lbupliftat joint6.
9)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
T04 24 12005540-12T Common Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:29 Page: 1
ID:jHrIvqi9xpN_s_GM0hTaNvyhiWI-xWWFvOBkx4sMGjdg0YMACOht7b98jEBG9e8J0xyhdWm
DE Job# 76789-W1
Dansco Engineering, LLC
Date: 09/03/2020
WARNING – VERIFY DESIGN PARAMETERS AND READ NOTES BEFORE FABRICATION AND INSTALLATION!!!
This truss design is adequate for the design parameters shown. Review and approval of design parameters is the responsibility of the building designer, not the truss designer or truss engineer. Permanent bracing
requirements against out-of-plane buckling are noted/shown for individual truss members (and for the truss as a whole) subjected to gravity and wind loads. Additional permanent bracing design shall be the
responsibility of the design professional of record. Temporary and erection bracing shall be the responsibility of the contractor. Reference ANSI/TPI-1, “National Design Standard for Metal Plate Connected Wood
Truss Construction” and TPI/WTCA BCSI-06, “Building Component Safety Information Guide to Good Practice for Handling, Installing, Restraining and Bracing of Metal Plate Connected Wood Trusses” for additional
information.
10 12
=3x4
1 3
2
T1 T1
B1
Scale = 1:20.3
Plate Offsets(X,Y):[2:0-2-0,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.09 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.08 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.00 Horiz(TL)0.00 3n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:9 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor3-10-10ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)1=136/3-10-0,(min.0-1-8),3=136/3-10-0,(min.0-1-8)
Max Horiz1=39(LC13)
Max Uplift1=-29(LC16),3=-29(LC17)
Max Grav1=158(LC22),3=158(LC23)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=5.0psf;BCDL=5.0psf;h=30ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E) zone; cantilever leftandrightexposed ; end vertical leftandrightexposed;C-C formembersand forces&MWFRSforreactions shown;Lumber DOL=1.60plate
grip DOL=1.60
3)TCLL:ASCE7-16;Pr=20.0psf(roofLL:LumDOL=1.15Plate DOL=1.15);Pg=20.0psf;Pf=15.4psf(Lum DOL=1.15Plate DOL=1.15); Is=1.0; Rough CatC;PartiallyExp.;
Ce=1.0; Cs=1.00; Ct=1.10
4)Unbalanced snow loadshavebeen considered for thisdesign.
5)Gablerequires continuousbottom chordbearing.
6)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
7)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding29 lbupliftat joint1and29 lbupliftat joint3.
8)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOADCASE(S)Standard
Job Truss TrussType Qty Ply DWH-GramercyTHLots62-63-64-65
V01 4 12005540-12T Valley Job Reference(optional)
Run:8.42 S 8.40Apr72020Print:8.400 SApr72020MiTek Industries, Inc.WedSep0216:36:29 Page: 1
ID:5yvSegqxkaQ9Mt8_nx6czpyhiTZ-xWWFvOBkx4sMGjdg0YMACOhtyb8MjEUG9e8J0xyhdWm