HomeMy WebLinkAbout42300012 - GR3 1 - 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: 2004726-12T
30 truss design(s)
71996-W1
01/28/2020
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# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
=4x6
4x8
=8x8
3x5
=8x8
4x4
3x5
=8x8
4x8
=4x6
10
13 14915 16 817 18 7 19 20
6
51
421211
3
B1 B1
4-9-4
4-9-4
4-5-12
13-8-12
4-5-12
9-3-0
4-9-4
18-6-0
4-5-12
13-8-12
4-5-12
9-3-0
4-9-4
4-9-4
4-9-4
18-6-0Scale =1:43.1
Plate Offsets(X,Y):[4:0-0-0,0-0-0], [5:0-0-0,0-0-0], [6:Edge,0-2-0], [7:0-3-8,0-4-4], [8:0-4-0,0-4-8], [9:0-3-8,0-4-4]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.26 Vert(LL)-0.058-9>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.58 Vert(CT)-0.108-9>999180
TCDL 10.0 RepStress Incr NO WB 0.68 Horz(CT)0.026n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:199 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*W1:2x6SPFNo.2
BRACING
TOPCHORD Structural wood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptendverticals.
BOTCHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
REACTIONS (lb/size)6=3687/0-6-0,(min.0-3-2),10=3422/0-6-0,(min.0-2-15)
MaxHoriz10=-193(LC8)
MaxUplift6=-567(LC13),10=-515(LC12)
MaxGrav6=3997(LC2),10=3708(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexcept when shown.
TOPCHORD 1-2=-4192/593,2-11=-3172/496,3-11=-3098/523,3-12=-3099/523,4-12=-3173/496,4-5=-4204/596,1-10=-3010/447,
5-6=-3009/447
BOTCHORD 10-13=-244/642,13-14=-244/642,9-14=-244/642,9-15=-511/3423,15-16=-511/3423,8-16=-511/3423,8-17=-440/3433,
17-18=-440/3433,7-18=-440/3433,7-19=-118/646,19-20=-118/646,6-20=-118/646
WEBS 2-9=-147/1094,2-8=-1154/284,3-8=-470/3166,4-8=-1168/288,4-7=-151/1109,1-9=-353/2879,5-7=-349/2846
NOTES
1)2-ply truss tobe connected together with10d(0.131"x3")nailsas follows:
Top chords connectedasfollows:2x4-1rowat0-9-0oc,2x6-2rows staggeredat0-9-0oc.
Bottom chords connectedas follows:2x6-2rows staggeredat0-9-0oc.
Webconnectedas follows:2x4-1rowat0-9-0oc.
2)All loadsare consideredequallyapplied toallplies,except if notedas front(F)orback(B) facein theLOAD CASE(S) section.Ply toply connectionshavebeenprovided to
distributeonly loadsnotedas(F)or(B),unlessotherwise indicated.
3)Unbalancedroof live loadshavebeen considered for thisdesign.
4)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zone; cantilever left
andrightexposed ; end verticalleftandrightexposed;Lumber DOL=1.60plategrip DOL=1.60
5)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; RoughCat C; PartiallyExp.;
Ce=1.0; Cs=1.00;Ct=1.10
6)Unbalanced snow loadshavebeen considered for thisdesign.
7)This trusshasbeendesigned fora10.0psfbottom chord liveloadnonconcurrent withanyother liveloads.
8)Providemechanical connection(byothers)of truss tobearingplate capableofwithstanding515 lbupliftat joint10and567lbupliftat joint6.
9)This trussisdesigned inaccordancewith the2018 InternationalResidentialCodesections R502.11.1andR802.10.2andreferenced standardANSI/TPI1.
10)Hanger(s)orotherconnectiondevice(s) shallbeprovided sufficient to support concentrated load(s)688 lbdownand106 lbupat1-6-12,688 lbdownand106 lbupat3-6-12,
688 lbdownand106 lbupat5-6-12,688lbdownand106 lbupat7-6-12,688 lbdownand106 lbupat9-6-12,688lbdownand106 lbupat11-6-12,688 lbdownand106
lbupat13-6-12,and688 lbdownand106lbupat15-6-12,and756 lbdownand126 lbupat17-6-12onbottom chord.Thedesign/selectionof suchconnectiondevice(s) is
theresponsibilityofothers.
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
UniformLoads(lb/ft)
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
G01 1 22004726-12T CommonGirder JobReference(optional)
Run:8.31SJul272019 Print:8.310 S Jul272019MiTekIndustries,Inc.MonJan2722:28:04 Page: 1
ID:QoPRQyZgDhnSpyIinKS6iYySXEo-JasTzGDrwl?eC9u9BBZUi5tagwgurPfuw6NhXDzr1Ov
Continuedonpage 2
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
Vert:1-3=-51,3-5=-51,6-10=-20
ConcentratedLoads(lb)
Vert:7=-642(F),13=-642(F),14=-642(F),15=-642(F),16=-642(F),17=-642(F),18=-642(F),19=-642(F),20=-699(F)
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
G01 1 22004726-12T CommonGirder Job Reference(optional)
Run:8.31S Jul272019Print:8.310S Jul272019MiTek Industries, Inc.MonJan2722:28:04 Page: 2
ID:QoPRQyZgDhnSpyIinKS6iYySXEo-JasTzGDrwl?eC9u9BBZUi5tagwgurPfuw6NhXDzr1Ov
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
=4x8
4x8
=8x8
3x5
=8x8
4x6
3x5
=8x8
4x8
=4x8
10
13 14915 16 817 18 7 19 20
6
51
421211
3
B1 B1
4-9-4
4-9-4
4-5-12
13-8-12
4-5-12
9-3-0
4-9-4
18-6-0
4-5-12
13-8-12
4-5-12
9-3-0
4-9-4
4-9-4
4-9-4
18-6-0Scale =1:43.1
Plate Offsets(X,Y):[4:0-0-0,0-0-0], [5:0-0-0,0-0-0], [6:Edge,0-2-0], [7:0-3-8,0-4-8], [8:0-4-0,0-4-8], [9:0-3-8,0-4-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 Plate GripDOL 1.15 TC 0.29 Vert(LL)-0.068-9>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 Lumber DOL 1.15 BC 0.66 Vert(CT)-0.118-9>999180
TCDL 10.0 RepStress Incr NO WB 0.78 Horz(CT)0.026n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:199 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x6SPF No.2
WEBS 2x4SPFStud*Except*W1:2x6SPFNo.2
BRACING
TOPCHORD Structural wood sheathingdirectlyappliedor5-7-13ocpurlins,
exceptendverticals.
BOTCHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
REACTIONS (lb/size)6=4081/0-6-0,(min.0-3-8),10=3835/0-6-0,(min.0-3-5)
MaxHoriz10=-193(LC35)
MaxUplift6=-617(LC13),10=-581(LC12)
MaxGrav6=4494(LC2),10=4224(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexcept when shown.
TOPCHORD 1-2=-4771/666,2-11=-3605/551,3-11=-3533/577,3-12=-3534/578,4-12=-3606/551,4-5=-4774/667,1-10=-3415/498,
5-6=-3410/497
BOTCHORD 10-13=-255/713,13-14=-255/713,9-14=-255/713,9-15=-572/3903,15-16=-572/3903,8-16=-572/3903,8-17=-498/3906,
17-18=-498/3906,7-18=-498/3906,7-19=-124/720,19-20=-124/720,6-20=-124/720
WEBS 2-9=-172/1284,2-8=-1312/305,3-8=-531/3643,4-8=-1316/305,4-7=-172/1287,1-9=-404/3283,5-7=-403/3254
NOTES
1)2-ply truss tobe connected together with10d(0.131"x3")nailsas follows:
Top chords connectedasfollows:2x4-1rowat0-9-0oc,2x6-2rows staggeredat0-9-0oc.
Bottom chords connectedas follows:2x6-2rows staggeredat0-9-0oc.
Webconnectedas follows:2x4-1rowat0-9-0oc.
2)All loadsare consideredequallyapplied toallplies,except if notedas front(F)orback(B) facein theLOAD CASE(S) section.Ply toply connectionshavebeenprovided to
distributeonly loadsnotedas(F)or(B),unlessotherwise indicated.
3)Unbalancedroof live loadshavebeen considered for thisdesign.
4)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zone; cantilever left
andrightexposed ; end verticalleftandrightexposed;Lumber DOL=1.60plategrip DOL=1.60
5)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; RoughCat C; PartiallyExp.;
Ce=1.0; Cs=1.00;Ct=1.10
6)Unbalanced snow loadshavebeen considered for thisdesign.
7)This trusshasbeendesigned fora10.0psfbottom chord liveloadnonconcurrent withanyother liveloads.
8)Providemechanical connection(byothers)of truss tobearingplate capableofwithstanding581 lbupliftat joint10and617lbupliftat joint6.
9)This trussisdesigned inaccordancewith the2018 InternationalResidentialCodesections R502.11.1andR802.10.2andreferenced standardANSI/TPI1.
10)Hanger(s)orotherconnectiondevice(s) shallbeprovided sufficient to support concentrated load(s)807 lbdownand122 lbupat1-6-12,808 lbdownand121 lbupat3-6-12,
808 lbdownand121 lbupat5-6-12,808lbdownand121 lbupat7-6-12,808 lbdownand121 lbupat9-6-12,808lbdownand121 lbupat11-6-12,808 lbdownand121
lbupat13-6-12,and808 lbdownand121lbupat15-6-12,and810 lbdownand119 lbupat17-6-12onbottom chord.Thedesign/selectionof suchconnectiondevice(s)is
theresponsibilityofothers.
LOAD CASE(S)Standard
1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15
UniformLoads(lb/ft)
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
G02 1 22004726-12T CommonGirder JobReference(optional)
Run:8.31SJul272019 Print:8.310 S Jul272019MiTekIndustries,Inc.MonJan2722:28:05 Page: 1
ID:bj9tQ9JZckbfFU2dPLZeDdySXDq-omPsAcETh37VqITLlu5jFIPkuK?maqJ29l6F4gzr1Ou
Continuedonpage 2
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
Vert:1-3=-51,3-5=-51,6-10=-20
ConcentratedLoads(lb)
Vert:7=-737(B),13=-737(B),14=-737(B),15=-737(B),16=-737(B),17=-737(B),18=-737(B),19=-737(B),20=-740(B)
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
G02 1 22004726-12T CommonGirder Job Reference(optional)
Run:8.31S Jul272019Print:8.310S Jul272019MiTek Industries, Inc.MonJan2722:28:05 Page: 2
ID:bj9tQ9JZckbfFU2dPLZeDdySXDq-omPsAcETh37VqITLlu5jFIPkuK?maqJ29l6F4gzr1Ou
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
3x5
=4x4
=8x8
3x5
2x4
8
11 12 713 14 15
6
51
42
9 10
3
B1
0-10-12
12-10-12
0-10-12
-0-10-12
0-1-12
12-0-0
0-1-12
0-1-12
5-10-4
6-0-0
5-10-4
11-10-4
6-0-0
6-0-0
6-0-0
12-0-0
Scale = 1:39.2
Plate Offsets(X,Y):[7:0-4-0,0-4-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.61 Vert(LL)-0.046-7>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.35 Vert(CT)-0.096-7>999180
TCDL 10.0 RepStress Incr NO WB 0.47 Horz(CT)0.00 6n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:136 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x6SP2400F2.0E
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
REACTIONS (lb/size)6=2436/0-6-0,(min.0-1-8),8=2186/0-6-0,(min.0-1-8)
Max Horiz8=-171(LC10)
Max Uplift6=-382(LC13),8=-344(LC12)
Max Grav6=2688(LC2),8=2415(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-9=-2318/324,3-9=-2237/347,3-10=-2237/347,4-10=-2318/324,2-8=-1908/306,4-6=-1908/306
WEBS 3-7=-248/2171,2-7=-217/1909,4-7=-217/1909
NOTES
1)2-ply truss tobe connected togetherwith10d(0.131"x3")nailsas follows:
Top chords connectedas follows:2x4-1rowat0-9-0oc.
Bottom chords connectedas follows:2x6-2rows staggeredat0-9-0oc.
Web connectedas follows:2x4-1rowat0-9-0oc.
2)All loadsare consideredequallyapplied toallplies,exceptifnotedas front(F)orback(B) facein theLOAD CASE(S) section.Ply toply connectionshavebeenprovided to
distributeonly loadsnotedas(F)or(B),unlessotherwise indicated.
3)Unbalancedrooflive loadshavebeen considered for thisdesign.
4)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zone; cantilever left
andrightexposed ; end vertical leftandrightexposed;Lumber DOL=1.60plategrip DOL=1.60
5)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
6)Unbalanced snow loadshavebeen considered for thisdesign.
7)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding344 lbupliftatjoint8and382 lbupliftat joint6.
10)This truss is designed inaccordance with the2018 International ResidentialCodesections R502.11.1and R802.10.2andreferenced standardANSI/TPI1.
11)Hanger(s)orotherconnectiondevice(s) shallbeprovided sufficient to support concentrated load(s)808 lbdownand121lbupat2-4-12,808 lbdownand121 lbupat4-4-12,
808lbdownand121 lbupat6-4-12,and808lbdownand121 lbupat8-4-12,and808lbdownand121 lbupat10-4-12onbottom chord.Thedesign/selectionof such
connectiondevice(s) is theresponsibilityofothers.
LOADCASE(S)Standard
1)Dead + Snow(balanced):LumberIncrease=1.15,Plate Increase=1.15
UniformLoads(lb/ft)
Vert:1-2=-51,2-3=-51,3-4=-51,4-5=-51,6-8=-20
ConcentratedLoads(lb)
Vert:11=-737(F),12=-737(F),13=-737(F),14=-737(F),15=-737(F)
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
G03 1 22004726-12T Common Girder Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:05 Page: 1
ID:By20VZvgJUer?sjrDQQu9lySXD4-omPsAcETh37VqITLlu5jFIPftK4eavF29l6F4gzr1Ou
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
G03 1 22004726-12T CommonGirder Job Reference(optional)
Run:8.31S Jul272019Print:8.310S Jul272019MiTek Industries, Inc.MonJan2722:28:05 Page: 2
ID:By20VZvgJUer?sjrDQQu9lySXD4-omPsAcETh37VqITLlu5jFIPftK4eavF29l6F4gzr1Ou
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4
3x4
=3x4
=4x4
3x4
3x4
25
24 232221 20 19 18 17 16 15
14
1 13
122
113
26 27
104
95
6 8
7
B1 B2
0-10-12
18-10-12
0-10-12
-0-10-12
9-0-0
9-0-0
9-0-0
18-0-0
18-0-0Scale = 1:43.5
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.21 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.11 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.29 Horz(CT)0.0014n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:93 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings18-0-0.
(lb)-Max Horiz25=-226(LC14)
Max UpliftAlluplift100(lb)or lessat joint(s)16,17,18,20,21,23except
14=-201(LC13),15=-195(LC12),24=-214(LC13),25=-226
(LC12)
Max GravAllreactions250(lb)or lessat joint(s)14,16,17,18,19,20,
21,23except15=269(LC15),24=290(LC14),25=253(LC
15)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 6-7=-144/313,7-8=-144/313
WEBS 7-19=-266/64
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)-0-10-12 to2-1-4,Exterior(2N)2-1-4 to9-0-0, Corner(3R)9-0-0 to12-0-0,Exterior(2N)12-0-0 to18-10-12 zone; cantilever leftandrightexposed ; end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
7)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Gablerequires continuousbottom chordbearing.
9)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
10)Gable studs spacedat2-0-0oc.
11)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
12)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)20,21,23,18,17,16except(jt=lb)25=225,14=200,
24=214,15=194.
13)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-Gramercy-3Lot 1
GE01 1 12004726-12T CommonSupportedGable Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:06 Page: 1
ID:3reQNbbh47UlR5O0S5nZCBySXZQ-GzzEOyF5SMFMSS2XJccynWywykUcJPGBOPsoc6zr1Ot
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4
3x4
=3x4
=4x4
3x4
3x4
24
23 222120 19 18 17 16 15 14
13
1
122
113
25
104
5 9
6 8
7
B1 B2
0-10-12
-0-10-12
9-0-0
9-0-0
9-0-0
18-0-0
18-0-0Scale = 1:43.5
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.20 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.11 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.28 Horz(CT)0.0013n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:92 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings18-0-0.
(lb)-Max Horiz24=220(LC13)
Max UpliftAlluplift100(lb)or lessat joint(s)15,16,17,19,20,22except
13=-199(LC15),14=-183(LC12),23=-228(LC13),24=-223
(LC12)
Max GravAllreactions250(lb)or lessat joint(s)13,15,16,17,18,19,
20,22except14=275(LC15),23=287(LC14),24=262(LC
31)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 6-7=-144/302,7-8=-144/302
WEBS 7-18=-254/63
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)-0-10-12 to2-1-4,Exterior(2N)2-1-4 to9-0-0, Corner(3R)9-0-0 to12-0-0,Exterior(2N)12-0-0 to17-10-4 zone; cantilever leftandrightexposed ;end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
7)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Gablerequires continuousbottom chordbearing.
9)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
10)Gable studs spacedat2-0-0oc.
11)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
12)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)19,20,22,17,16,15except(jt=lb)24=223,13=198,
23=227,14=182.
13)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-Gramercy-3Lot 1
GE02 1 12004726-12T CommonSupportedGable Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:06 Page: 1
ID:QpSJQJfqvf61YtHzFfMkvEySXZL-GzzEOyF5SMFMSS2XJccynWyw?kUfJPTBOPsoc6zr1Ot
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
=3x6 =3x4
=4x4
=3x6
27
26 2524 23 22 21 20 19 18 17
16
151
142133
2928124
115
106
97
8
B1 B2
0-10-12
21-10-12
0-10-12
-0-10-12
10-6-0
10-6-0
10-6-0
21-0-0
21-0-0Scale = 1:46.6
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.18 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 0.18 Horz(CT)0.0016n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:114 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud*Except*ST6:2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
WEBS 1 Rowatmidpt 8-21
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS Allbearings21-0-0.
(lb)-Max Horiz27=-253(LC14)
Max UpliftAlluplift100(lb)or lessat joint(s)16,18,19,20,22,23,25
except17=-143(LC17),26=-147(LC16),27=-118(LC12)
Max GravAllreactions250(lb)or lessat joint(s)16,18,19,20,21,22,
23,25,27except17=266(LC31),26=276(LC30)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-27=-252/216,6-7=-153/282,7-8=-187/342,8-9=-187/342,9-10=-154/282
WEBS 8-21=-303/109,3-27=-342/301,13-16=-304/263
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)-0-10-12 to2-1-4,Exterior(2N)2-1-4 to10-6-0, Corner(3R)10-6-0 to13-6-0,Exterior(2N)13-6-0 to21-10-12 zone; cantilever leftandrightexposed ; end vertical
leftandrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategrip DOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
7)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Gablerequires continuousbottom chordbearing.
9)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
10)Gable studs spacedat2-0-0oc.
11)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
12)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)16,22,23,25,20,19,18except(jt=lb)27=117,26=147,
17=142.
13)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-Gramercy-3Lot 1
GE03 1 12004726-12T CommonSupportedGable Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:06 Page: 1
ID:FypahMjbUVsBGok7bvT88VySXZF-GzzEOyF5SMFMSS2XJccynWyxMkU1JRwBOPsoc6zr1Ot
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
=3x5 =3x4
=4x4
=3x5
26
25 2423 22 21 20 19 18 17 16
15
14
131212
28311
27
4 10
5 9
86
7
B1 B2
0-10-12
21-10-12
10-6-0
10-6-0
10-6-0
21-0-0
21-0-0Scale = 1:46.6
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.17 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 0.18 Horz(CT)0.0015n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:113 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud*Except*ST6:2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
WEBS 1 Rowatmidpt 7-20
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS Allbearings21-0-0.
(lb)-Max Horiz26=-246(LC12)
Max UpliftAlluplift100(lb)or lessat joint(s)15,17,18,19,21,22,24
except16=-146(LC17),25=-142(LC16),26=-120(LC12)
Max GravAllreactions250(lb)or lessat joint(s)15,17,18,19,20,21,
22,24,26except16=258(LC31),25=288(LC30)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 5-6=-159/275,6-7=-192/335,7-8=-192/335,8-9=-159/275
WEBS 7-20=-295/114,2-26=-327/301,12-15=-310/252
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-1-12 to3-1-12,Exterior(2N)3-1-12 to10-6-0, Corner(3R)10-6-0 to13-6-0,Exterior(2N)13-6-0 to21-10-12 zone; cantilever leftandrightexposed ; end vertical
leftandrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategrip DOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
7)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Gablerequires continuousbottom chordbearing.
9)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
10)Gable studs spacedat2-0-0oc.
11)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
12)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)15,21,22,24,19,18,17except(jt=lb)26=120,25=142,
16=145.
13)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-Gramercy-3Lot 1
GE04 1 12004726-12T CommonSupportedGable Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:06 Page: 1
ID:7k25Xjn5YkNclP2uqlY4JLySXZB-GzzEOyF5SMFMSS2XJccynWyxYkU?JRwBOPsoc6zr1Ot
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
=4x4
2x4
16
15 14 13 12 11
10
91
82
73
64
5
B1
0-10-12
12-10-12
0-10-12
-0-10-12
6-0-0
6-0-0
6-0-0
12-0-0
12-0-0Scale = 1:37.4
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)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.08 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.12 Horz(CT)0.0010n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:56 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings12-0-0.
(lb)-Max Horiz16=-174(LC14)
Max UpliftAlluplift100(lb)or lessat joint(s)10,12,14,16except
11=-102(LC17),15=-103(LC16)
Max GravAllreactions250(lb)or lessat joint(s)10,11,12,13,14,15,16
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 4-5=-118/266,5-6=-118/266
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)-0-10-12 to2-0-0,Exterior(2N)2-0-0 to6-0-0, Corner(3R)6-0-0 to9-0-0,Exterior(2N)9-0-0 to12-10-12 zone; cantilever leftandrightexposed ; end vertical left
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)This trusshasbeendesigned forgreaterofminroof live loadof12.0psfor2.00times flatroofloadof15.4psfonoverhangsnon-concurrentwithother live loads.
7)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Gablerequires continuousbottom chordbearing.
9)Truss tobefully sheathed fromone faceorsecurelybracedagainst lateralmovement(i.e.diagonal web).
10)Gable studs spacedat2-0-0oc.
11)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
12)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)16,10,14,12except(jt=lb)15=102,11=101.
13)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-Gramercy-3Lot 1
GE05 1 12004726-12T CommonSupportedGable Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:07 Page: 1
ID:0VIcM5qccyt2D0Lg3bc0TBySXZ7-k9XcbIFjDgND3cdktJ7BKjV5n8pL2vCKd3bL8Yzr1Os
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
4
12
3x4
3x4
=3x4
=4x4
3x4
3x4
29
28 27 2625 24 23 22 21 20 19 18 17
16
1 15214313
4 12
5 113033
6 10
31 3279
8
B1 B2
0-10-12
21-10-12
0-10-12
-0-10-12
10-6-0
10-6-0
10-6-0
21-0-0
0-8-0
0-8-0
20-4-0
21-0-0
Scale =1:40.2
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.25 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.22 Vert(CT)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.09 Horz(CT)0.0018n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MR
BCDL 10.0 Weight:84 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
WEBS 2x4SPFStud
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor10-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings19-8-0.
(lb)-MaxHoriz27=31(LC16)
MaxUpliftAlluplift100(lb)or lessatjoint(s)19,20,21,23,24,26except
18=-151(LC13),27=-150(LC12)
Max GravAllreactions250(lb)or lessat joint(s)19,20,21,22,23,24,
26except18=426(LC37),27=426(LC36)
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=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Corner(3E)-0-10-12 to2-1-4,Exterior(2N)2-1-4 to10-6-0,Corner(3R)10-6-0 to13-6-0,Exterior(2N)13-6-0 to21-10-12 zone; cantileverleftandrightexposed ; end vertical
leftandrightexposed;C-C formembersandforces&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)Allplatesare1.5x4MT20unlessotherwise indicated.
8)Truss tobe fully sheathed fromone faceorsecurelybracedagainstlateralmovement(i.e.diagonal web).
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)23,24,26,21,20,19except(jt=lb)27=150,18=150.
12)NonStandardbearing condition. Reviewrequired.
13)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
GE06 1 12004726-12T CommonSupported Gable Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310 S Jul272019MiTek Industries,Inc.Mon Jan2722:28:07 Page: 1
ID:4wl7frQL3025cYb4RN?VyXySXYM-k9XcbIFjDgND3cdktJ7BKjV408nD2vfKd3bL8Yzr1Os
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4
=3x6 =3x6
4x4
=4x4
=3x8
4x4
=3x6
3x4
10
9 8
7
6
51
16
11
421512
1413
3
B1 B2
0-10-12
18-10-12
4-7-12
4-7-12
4-4-4
9-0-0
4-4-4
13-4-4
4-7-12
18-0-0
9-0-0
18-0-0
9-0-0
9-0-0Scale = 1:44.2
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.34 Vert(LL)-0.128-10>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.65 Vert(CT)-0.258-10>848180
TCDL 10.0 RepStress Incr YES WB 0.52 Horz(CT)0.02 7n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:84 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)7=681/0-6-0,(min.0-1-8),10=625/0-6-0,(min.0-1-8)
Max Horiz10=-220(LC12)
Max Uplift7=-109(LC17),10=-87(LC16)
Max Grav7=773(LC2),10=706(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-12=-629/132,12-13=-614/132,3-13=-548/159,3-14=-548/158,14-15=-579/131,4-15=-628/131,5-7=-263/121
BOT CHORD 9-10=-106/609,8-9=-106/609,7-8=-56/537
WEBS 3-8=-63/406,2-10=-655/119,4-7=-642/83
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-1-12 to3-1-12, Interior(1)3-1-12 to9-0-0,Exterior(2R)9-0-0 to12-0-0, Interior(1)12-0-0 to18-10-12 zone; cantilever leftandrightexposed ; end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding87 lbupliftat joint10and109 lbupliftat joint7.
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-Gramercy-3Lot 1
T01 2 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:07 Page: 1
ID:8p9oozblXdxzvsEzp1m03hySXY7-k9XcbIFjDgND3cdktJ7BKjV2f8gV2oxKd3bL8Yzr1Os
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
1.5x4
3x5
=3x8
=3x6
=6x8
=4x6
=3x8
=6x8
=3x6
=3x8
3x5
1.5x4
13 12 8 7
6
11 10 9
51
42
14
1815
1716
3
B1 B1
B3
0-10-12
18-10-12
0-1-12
18-0-0
2-4-4
2-4-4
2-2-8
17-10-4
6-7-12
9-0-0
6-7-12
15-7-12
2-6-0
2-6-0
2-6-0
18-0-0
6-6-0
9-0-0
6-6-0
15-6-0Scale = 1:45.4
Plate Offsets(X,Y):[2:0-3-5,Edge], [4:0-3-5,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.55 Vert(LL)-0.0610-11>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.79 Vert(CT)-0.1510-11>999180
TCDL 10.0 RepStress Incr YES WB 0.41 Horz(CT)0.16 7n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:86 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)7=681/0-6-0,(min.0-1-8),13=625/0-6-0,(min.0-1-8)
Max Horiz13=-220(LC12)
Max Uplift7=-109(LC17),13=-87(LC16)
Max Grav7=773(LC2),13=706(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 1-2=-667/115,2-14=-758/99,14-15=-671/112,15-16=-640/119,3-16=-637/139,3-17=-637/149,17-18=-640/129,
4-18=-758/123,4-5=-660/114,1-13=-749/114,5-7=-814/148
BOT CHORD 10-11=-230/973,9-10=-136/813
WEBS 3-10=0/421,4-10=-364/245,2-10=-426/260,1-12=-111/623,5-8=-97/619
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-1-12 to3-1-12, Interior(1)3-1-12 to9-0-0,Exterior(2R)9-0-0 to12-0-0, Interior(1)12-0-0 to18-10-12 zone; cantilever leftandrightexposed ; end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding87 lbupliftat joint13and109 lbupliftat joint7.
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-Gramercy-3Lot 1
T02 2 12004726-12T RoofSpecial Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:07 Page: 1
ID:8p9oozblXdxzvsEzp1m03hySXY7-k9XcbIFjDgND3cdktJ7BKjV?K8eB2qcKd3bL8Yzr1Os
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
1.5x4
3x5
=3x8
=3x6
=6x8
=4x6
=3x8 =3x6
=6x8
=3x8
3x5
1.5x4
12 11 7 6
10 9 8
51
2 4
1813
14 17
15 16
3
B1 B1
B3
2-4-4
2-4-4
2-4-4
18-0-0
6-7-12
15-7-12
6-7-12
9-0-0
2-6-0
2-6-0
2-6-0
18-0-0
6-6-0
9-0-0
6-6-0
15-6-0Scale = 1:44
Plate Offsets(X,Y):[2:0-3-5,Edge], [4:0-3-5,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.55 Vert(LL)-0.069-10>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.80 Vert(CT)-0.159-10>999180
TCDL 10.0 RepStress Incr YES WB 0.41 Horz(CT)0.16 6n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:85 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)6=627/Mechanical,(min.0-1-8),12=627/0-6-0,(min.0-1-8)
Max Horiz12=-208(LC14)
Max Uplift6=-86(LC17),12=-86(LC16)
Max Grav6=708(LC2),12=708(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 1-2=-668/117,2-13=-761/105,13-14=-674/118,14-15=-643/124,3-15=-640/144,3-16=-640/155,16-17=-643/135,
17-18=-674/129,4-18=-761/115,4-5=-668/110,1-12=-751/115,5-6=-751/110
BOT CHORD 10-11=-251/73,9-10=-247/961,8-9=-165/828,7-8=-251/64
WEBS 3-9=-6/423,4-9=-376/248,2-9=-422/264,1-11=-111/625,5-7=-109/625
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-1-12 to3-1-12, Interior(1)3-1-12 to9-0-0,Exterior(2R)9-0-0 to12-0-0, Interior(1)12-0-0 to17-10-4 zone; cantilever leftandrightexposed;end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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 fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
6)Refer togirder(s) for truss to truss connections.
7)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding86 lbupliftat joint12and86 lbupliftat joint6.
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-Gramercy-3Lot 1
T03 3 12004726-12T RoofSpecial Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:08 Page: 1
ID:8SPnt2zlO7Fk39WRKk6DdiySXJS-CL5_peGM__V4hmCwQ1eQsx1A4X_PnHvUrjLvg?zr1Or
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
=3x6 =3x6
4x4
=4x4
=3x8
4x4
=3x6
2x4
9
8 7
6
1 5
1510
421411
1312
3
B1 B2
4-7-12
4-7-12
4-4-4
9-0-0
4-4-4
13-4-4
4-7-12
18-0-0
9-0-0
9-0-0
9-0-0
18-0-0Scale = 1:44
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.33 Vert(LL)-0.127-9>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.65 Vert(CT)-0.257-9>848180
TCDL 10.0 RepStress Incr YES WB 0.52 Horz(CT)0.02 6n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:83 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)6=627/Mechanical,(min.0-1-8),9=627/0-6-0,(min.0-1-8)
Max Horiz9=208(LC13)
Max Uplift6=-86(LC17),9=-86(LC16)
Max Grav6=708(LC2),9=708(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-11=-632/131,11-12=-617/131,3-12=-550/158,3-13=-550/157,13-14=-617/131,4-14=-632/131
BOT CHORD 8-9=-117/601,7-8=-117/601,6-7=-91/545
WEBS 3-7=-63/409,2-9=-658/118,4-6=-658/118
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-1-12 to3-1-12, Interior(1)3-1-12 to9-0-0,Exterior(2R)9-0-0 to12-0-0, Interior(1)12-0-0 to17-10-4 zone; cantilever leftandrightexposed;end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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 fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
6)Refer togirder(s) for truss to truss connections.
7)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding86 lbupliftat joint9and86 lbupliftat joint6.
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-Gramercy-3Lot 1
T04 5 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:08 Page: 1
ID:8SPnt2zlO7Fk39WRKk6DdiySXJS-CL5_peGM__V4hmCwQ1eQsx1DQX0knF9UrjLvg?zr1Or
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x5
=3x8
4x4
=4x4
=6x8
4x4
=3x8
3x5
10
9
8
7162
53
1411
1312
4
B1 B1
0-2-12
18-8-12
0-2-12
-0-2-12
4-5-12
13-8-12
4-5-12
9-3-0
4-9-4
4-9-4
4-9-4
18-6-0
9-3-0
18-6-0
9-3-0
9-3-0Scale = 1:43.4
Plate Offsets(X,Y):[5:0-0-0,0-0-0], [6:0-0-0,Edge], [9:0-4-0,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.37 Vert(LL)-0.149-10>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.69 Vert(CT)-0.289-10>791180
TCDL 10.0 RepStress Incr YES WB 0.47 Horz(CT)0.02 8n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:83 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)8=664/0-6-0,(min.0-1-8),10=664/0-6-0,(min.0-1-8)
Max Horiz10=-200(LC14)
Max Uplift8=-99(LC17),10=-86(LC16)
Max Grav8=751(LC2),10=751(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-3=-280/90,3-11=-687/131,11-12=-633/139,4-12=-604/159,4-13=-604/158,13-14=-633/138,5-14=-687/131,
5-6=-282/97,2-10=-271/94,6-8=-274/111
BOT CHORD 9-10=-134/676,8-9=-79/625
WEBS 4-9=-59/452,3-10=-622/94,5-8=-622/93
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-2-12 to2-9-4, Interior(1)2-9-4 to9-3-0,Exterior(2R)9-3-0 to12-3-0, Interior(1)12-3-0 to18-8-12 zone; cantilever leftandrightexposed ; end verticalleftand
rightexposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=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)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding86 lbupliftat joint10and99 lbupliftat joint8.
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-Gramercy-3Lot 1
T05 7 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:08 Page: 1
ID:0aPJeLeGbrRPNTYk2tqyEXySXY3-CL5_peGM__V4hmCwQ1eQsx1DtX05nGvUrjLvg?zr1Or
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4
=3x5 =3x4
4x4
=3x4
4x6
=3x4
4x4
=3x5
3x4
12
11 10 9
8
71
62
53
13 16
14 15
4
B1 B2
0-10-12
21-10-12
0-10-12
-0-10-12
5-1-4
10-6-0
5-1-4
15-7-4
5-4-12
21-0-0
5-4-12
5-4-12
6-9-11
13-10-13
7-1-3
21-0-0
7-1-3
7-1-3Scale = 1:47.3
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.37 Vert(LL)-0.068-9>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.40 Vert(CT)-0.128-9>999180
TCDL 10.0 RepStress Incr YES WB 0.82 Horz(CT)0.02 8n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:105 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4:2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)8=786/0-6-0,(min.0-1-8),12=786/0-6-0,(min.0-1-8)
Max Horiz12=-253(LC14)
Max Uplift8=-125(LC17),12=-125(LC16)
Max Grav8=891(LC2),12=891(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 3-13=-851/199,13-14=-776/211,4-14=-756/231,4-15=-756/231,15-16=-776/211,5-16=-851/199,2-12=-290/150,
6-8=-289/150
BOT CHORD 11-12=-123/751,10-11=-123/751,9-10=0/544,8-9=-56/680
WEBS 4-9=-137/357,4-10=-137/357,3-12=-812/59,5-8=-812/59
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)-0-10-12 to2-1-4, Interior(1)2-1-4 to10-6-0,Exterior(2R)10-6-0 to13-6-0, Interior(1)13-6-0 to21-10-12 zone; cantilever leftandrightexposed ; end vertical left
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding125 lbupliftatjoint12and125lbupliftat joint8.
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-Gramercy-3Lot 1
T06 3 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:08 Page: 1
ID:NYCCh2iOPO4hUEQirQQ7xaySXY_-CL5_peGM__V4hmCwQ1eQsx1DwX4dnBTUrjLvg?zr1Or
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4
=3x5 =3x4
4x4
=3x4
4x6
=3x4
4x4
=3x5
3x4
11
10 9 8
7
6
51
42
1512
1413
3
B1 B2
0-10-12
21-10-12
5-4-12
5-4-12
5-1-4
10-6-0
5-1-4
15-7-4
5-4-12
21-0-0
6-9-11
13-10-13
7-1-3
21-0-0
7-1-3
7-1-3Scale = 1:47.3
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.37 Vert(LL)-0.069-11>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.40 Vert(CT)-0.129-11>999180
TCDL 10.0 RepStress Incr YES WB 0.84 Horz(CT)0.02 7n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:104 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4:2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)7=787/0-6-0,(min.0-1-8),11=732/Mechanical,(min.0-1-8)
Max Horiz11=-246(LC14)
Max Uplift7=-125(LC17),11=-102(LC16)
Max Grav7=892(LC2),11=827(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-12=-858/199,12-13=-783/211,3-13=-762/231,3-14=-758/230,14-15=-778/210,4-15=-853/199,5-7=-289/150
BOT CHORD 10-11=-123/757,9-10=-123/757,8-9=0/545,7-8=-56/682
WEBS 3-8=-137/357,3-9=-137/364,2-11=-836/97,4-7=-815/58
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-1-12 to3-1-12, Interior(1)3-1-12 to10-6-0,Exterior(2R)10-6-0 to13-6-0, Interior(1)13-6-0 to21-10-12 zone; cantilever leftandrightexposed ; end vertical left
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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)Refer togirder(s) for truss to truss connections.
8)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding102 lbupliftatjoint11and125lbupliftat joint7.
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-Gramercy-3Lot 1
T07 2 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:08 Page: 1
ID:HqIGv_QXQWQmzp7xWAyuY1ySXUT-CL5_peGM__V4hmCwQ1eQsx1DvX4cnA5UrjLvg?zr1Or
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
=3x5 =3x4
4x4
=3x4
4x6
=3x4
4x4
=3x5
2x4
10
9 8 7
6
51
42
1411
1312
3
B1 B2
5-4-12
5-4-12
5-1-4
10-6-0
5-1-4
15-7-4
5-4-12
21-0-0
6-9-11
13-10-13
7-1-3
21-0-0
7-1-3
7-1-3Scale = 1:47.1
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.36 Vert(LL)-0.068-10>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.40 Vert(CT)-0.128-10>999180
TCDL 10.0 RepStress Incr YES WB 0.85 Horz(CT)0.02 6n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:102 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
WEBS 2x4SPFStud*Except*W4:2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)6=733/0-6-0,(min.0-1-8),10=733/Mechanical,(min.0-1-8)
Max Horiz10=-234(LC14)
Max Uplift6=-101(LC17),10=-101(LC16)
Max Grav6=828(LC2),10=828(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 2-11=-860/198,11-12=-785/210,3-12=-764/230,3-13=-764/230,13-14=-785/210,4-14=-860/199
BOT CHORD 9-10=-134/750,8-9=-134/750,7-8=-13/538,6-7=-91/689
WEBS 3-7=-137/364,3-8=-137/364,2-10=-839/96,4-6=-839/96
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-1-12 to3-1-12, Interior(1)3-1-12 to10-6-0,Exterior(2R)10-6-0 to13-6-0, Interior(1)13-6-0 to20-10-4 zone; cantilever leftandrightexposed ; end vertical left
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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 fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
6)Refer togirder(s) for truss to truss connections.
7)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding101 lbupliftatjoint10and101lbupliftat joint6.
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-Gramercy-3Lot 1
T08 7 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:09 Page: 1
ID:AbYnlMU1UlwCSRRil01qjtySXUP-gXfM0_H_lHdxJwn6_k9fP8aOmxQrWdId4N4SDRzr1Oq
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
4
12
3x4
3x5
1.5x4
=3x4
=3x6
4x6
=4x6
=3x8
4x6
=3x4
1.5x4
3x4
3x5
15
14 13 12 11
10
91
8237
2116
17 2046
18 19
5
B1 B2
0-10-12
-0-10-12
0-10-12
21-10-12
0-10-0
0-10-0
0-10-0
21-0-0
4-6-5
5-4-5
4-6-5
20-2-0
5-1-11
10-6-0
5-1-11
15-7-11
0-2-0
0-10-0
0-2-0
20-4-0
0-8-0
0-8-0
0-8-0
21-0-0
9-8-0
10-6-0
9-8-0
20-2-0
Scale =1:40.1
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.32 Vert(LL)0.1512-14>999240 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.71 Vert(CT)-0.2811-12>841180
TCDL 10.0 RepStress Incr YES WB 0.60 Horz(CT)0.0311n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:85 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
WEBS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor5-8-12ocpurlins,
exceptend verticals.
BOT CHORD Rigid ceilingdirectlyappliedor7-10-1ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)11=786/0-4-0,(min.0-1-8),14=786/0-4-0,(min.0-1-8)
MaxHoriz14=-31(LC17)
MaxUplift11=-385(LC13),14=-385(LC12)
Max Grav11=891(LC2),14=891(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhenshown.
TOPCHORD 4-18=-957/607,5-18=-905/619,5-19=-905/619,6-19=-957/607,2-15=-259/130,8-10=-259/130
BOTCHORD 13-14=-534/935,12-13=-534/935,11-12=-503/935
WEBS 4-14=-1004/530,6-11=-1004/530,5-12=-226/366
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)-0-10-12 to2-1-4, Interior(1)2-1-4 to10-6-0,Exterior(2R)10-6-0 to13-6-0, Interior(1)13-6-0 to21-10-12 zone; cantilever leftandrightexposed ; end vertical left
andrightexposed;porchleftandrightexposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategrip DOL=1.60
3)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
4)Unbalancedsnow loadshavebeen considered for thisdesign.
5)This trusshasbeendesigned forgreaterofminrooflive loadof12.0psfor2.00 times flatroof loadof15.4psfonoverhangsnon-concurrent withother live loads.
6)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
7)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding385 lbupliftatjoint14and385lbupliftat joint11.
8)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
T09 3 12004726-12T Common Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310 S Jul272019MiTek Industries,Inc.Mon Jan2722:28:09 Page: 1
ID:rfX_YHHh1QevoJ5dPv5YDOySXJ1-gXfM0_H_lHdxJwn6_k9fP8aPQxL_WhBd4N4SDRzr1Oq
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
=3x4
2x4
1 3
2
B1
0-5-3
2-11-11
1-0-10
2-6-8
1-5-13
1-5-13
2-11-11
Scale = 1:24.3
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 0.06 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.06 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:6 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor2-11-11ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)1=107/3-0-7,(min.0-1-8),3=107/3-0-7,(min.0-1-8)
Max Horiz1=22(LC15)
Max Uplift1=-17(LC16),3=-17(LC17)
Max Grav1=121(LC2),3=121(LC2)
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=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)zone; cantilever leftandrightexposed ; end verticalleftandrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plate
grip DOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding17 lbupliftat joint1and17 lbupliftat joint3.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,3.
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-Gramercy-3Lot 1
V01 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:09 Page: 1
ID:O?1TTZhOGZoDFN6zqLBI2MySXIW-gXfM0_H_lHdxJwn6_k9fP8aTXxW5WqXd4N4SDRzr1Oq
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4
=4x4
1.5x4 3x4
1 3
4
109
2
B1
0-5-3
6-11-11
3-0-10
6-6-8
3-5-13
3-5-13
6-11-11
Scale = 1:27.2
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.16 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.16 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.08 Horiz(TL)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:18 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-11-11ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)1=41/7-0-7,(min.0-1-8),3=41/7-0-7,(min.0-1-8),4=417/7-0-7,
(min.0-1-8)
Max Horiz1=-57(LC12)
Max Uplift1=-2(LC16),3=-12(LC17),4=-71(LC16)
Max Grav1=86(LC22),3=86(LC23),4=471(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
WEBS 2-4=-328/262
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-0-0 to3-0-0,Exterior(2N)3-0-0 to3-6-3,Corner(3R)3-6-3 to6-6-3,Exterior(2N)6-6-3 to7-0-7 zone; cantilever leftandrightexposed;end vertical leftandright
exposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding2lbupliftat joint1,12lbupliftatjoint3and71 lbupliftat joint4.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,3.
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-Gramercy-3Lot 1
V02 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:09 Page: 1
ID:O?1TTZhOGZoDFN6zqLBI2MySXIW-gXfM0_H_lHdxJwn6_k9fP8aRvxUYWpGd4N4SDRzr1Oq
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x5
=4x4
1.5x4 3x5
1 3
4
129
1110
2
B1
0-5-3
10-11-11
5-0-10
10-6-8
5-5-13
5-5-13
10-11-11Scale = 1:31.3
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.49 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.38 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.21 Horiz(TL)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:30 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor10-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)1=-11/11-0-7,(min.0-1-8),3=-11/11-0-7,(min.0-1-8),
4=803/11-0-7,(min.0-1-8)
Max Horiz1=91(LC13)
Max Uplift1=-77(LC23),3=-77(LC22),4=-167(LC16)
Max Grav1=47(LC35),3=54(LC16),4=909(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 1-9=-292/355,9-10=-279/399,2-10=-276/468,2-11=-271/468,11-12=-275/399,3-12=-288/355
BOT CHORD 1-4=-372/363,3-4=-372/363
WEBS 2-4=-707/478
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-0-0 to3-0-0,Exterior(2N)3-0-0 to5-6-3,Corner(3R)5-6-3 to8-6-3,Exterior(2N)8-6-3 to11-0-7 zone; cantilever leftandrightexposed ; end verticalleftandright
exposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding77 lbupliftat joint1,77 lbupliftatjoint3and167 lbupliftat joint4.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,3.
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-Gramercy-3Lot 1
V03 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:09 Page: 1
ID:O?1TTZhOGZoDFN6zqLBI2MySXIW-gXfM0_H_lHdxJwn6_k9fP8aMpxR9WnCd4N4SDRzr1Oq
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4 1.5x4
1.5x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
1 5
8 7 6
1413
2 4
3
B1
0-5-3
14-11-11
7-0-10
14-6-8
7-5-13
7-5-13
14-11-11Scale = 1:35.4
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.21 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.09 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.12 Horiz(TL)0.00 5n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:45 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor6-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings15-0-7.
(lb)-Max Horiz1=126(LC15)
Max UpliftAlluplift100(lb)or lessat joint(s)1except6=-150(LC17),
8=-152(LC16)
Max GravAllreactions250(lb)or lessat joint(s)1,5except6=392(LC
23),7=323(LC2),8=392(LC22)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
WEBS 2-8=-306/245,4-6=-306/245
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-0-0 to3-0-0,Exterior(2N)3-0-0 to7-6-3,Corner(3R)7-6-3 to10-6-3,Exterior(2N)10-6-3 to15-0-7 zone; cantilever leftandrightexposed ; end vertical leftand
rightexposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)1except(jt=lb)8=151,6=149.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,5.
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-Gramercy-3Lot 1
V04 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:09 Page: 1
ID:sBbrgvi01tw4tXh9O2iXbZySXIV-gXfM0_H_lHdxJwn6_k9fP8aQ4xVgWpgd4N4SDRzr1Oq
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4 1.5x4
1.5x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
1 5
8 7 6
1413
2 4
3
B1
0-5-3
15-4-11
7-3-2
14-11-8
7-8-5
7-8-5
15-4-11Scale = 1:35.9
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.23 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.09 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.13 Horiz(TL)0.00 5n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:47 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor10-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings15-5-7.
(lb)-Max Horiz1=-130(LC12)
Max UpliftAlluplift100(lb)or lessat joint(s)1except6=-154(LC17),
8=-156(LC16)
Max GravAllreactions250(lb)or lessat joint(s)1,5except6=400(LC
23),7=335(LC2),8=400(LC22)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
WEBS 3-7=-264/34,2-8=-309/245,4-6=-309/245
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-0-0 to3-0-0,Exterior(2N)3-0-0 to7-8-11, Corner(3R)7-8-11 to10-8-11,Exterior(2N)10-8-11 to15-5-7 zone;cantileverleftandrightexposed ; endvertical left
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding100 lbupliftatjoint(s)1except(jt=lb)8=155,6=153.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,5.
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-Gramercy-3Lot 1
V05 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:sBbrgvi01tw4tXh9O2iXbZySXIV-8kDlEKIcWblox4MIYSguxM7bdLrrFFinJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x5
=4x4
1.5x4 3x5
1 3
4
129
10 11
2
B1
0-5-3
11-4-11
5-3-2
10-11-8
5-8-5
5-8-5
11-4-11Scale = 1:31.8
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.53 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.40 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.24 Horiz(TL)0.01 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:31 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor9-9-4ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)1=-19/11-5-7,(min.0-1-8),3=-19/11-5-7,(min.0-1-8),
4=849/11-5-7,(min.0-1-8)
Max Horiz1=-95(LC12)
Max Uplift1=-86(LC23),3=-86(LC22),4=-179(LC16)
Max Grav1=44(LC17),3=59(LC16),4=961(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 1-9=-311/384,9-10=-297/428,2-10=-293/503,2-11=-288/503,11-12=-293/428,3-12=-307/384
BOT CHORD 1-4=-396/380,3-4=-396/380
WEBS 2-4=-753/501
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-0-0 to3-0-0,Exterior(2N)3-0-0 to5-8-11, Corner(3R)5-8-11 to8-8-11,Exterior(2N)8-8-11 to11-5-7 zone; cantilever leftandrightexposed ; end vertical leftand
rightexposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding86 lbupliftat joint1,86 lbupliftatjoint3and179 lbupliftat joint4.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,3.
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-Gramercy-3Lot 1
V06 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:KO8DuFjeoA2xVhGLymDm8nySXIU-8kDlEKIcWblox4MIYSguxM7WxLm4FE4nJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4 1.5x4
=4x4
3x4
1 3
4
9 10
2
B1
0-5-3
7-4-11
3-3-2
6-11-8
3-8-5
3-8-5
7-4-11
Scale = 1:27.7
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.19 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.18 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.09 Horiz(TL)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:19 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor7-4-11ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)1=38/7-5-7,(min.0-1-8),3=38/7-5-7,(min.0-1-8),4=452/7-5-7,
(min.0-1-8)
Max Horiz1=-60(LC14)
Max Uplift1=-7(LC23),3=-12(LC12),4=-79(LC16)
Max Grav1=86(LC22),3=86(LC23),4=511(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
WEBS 2-4=-361/284
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)0-0-0 to3-0-0,Exterior(2N)3-0-0 to3-8-11, Corner(3R)3-8-11 to6-5-14,Exterior(2N)6-5-14 to7-5-7 zone; cantilever leftandrightexposed;end verticalleftand
rightexposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding7lbupliftat joint1,12lbupliftatjoint3and79 lbupliftat joint4.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,3.
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-Gramercy-3Lot 1
V07 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:KO8DuFjeoA2xVhGLymDm8nySXIU-8kDlEKIcWblox4MIYSguxM7cFLqSFGQnJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
=3x4
2x4
1 3
2
B1
0-5-3
3-4-11
1-3-2
2-11-8
1-8-5
1-8-5
3-4-11
Scale = 1:24.4
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 0.08 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.07 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:7 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor3-4-11ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)1=122/3-5-7,(min.0-1-8),3=122/3-5-7,(min.0-1-8)
Max Horiz1=-25(LC12)
Max Uplift1=-19(LC16),3=-19(LC17)
Max Grav1=138(LC22),3=138(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=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Corner(3E)zone; cantilever leftandrightexposed ; end verticalleftandrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plate
grip DOL=1.60
3)Trussdesigned forwind loads in theplaneof the trussonly.Forstudsexposed towind(normal tothe face), seeStandard Industry GableEndDetailsasapplicable,or consult
qualifiedbuildingdesignerasperANSI/TPI1.
4)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
5)Unbalanced snow loadshavebeen considered for thisdesign.
6)Gablerequires continuousbottom chordbearing.
7)Gable studs spacedat4-0-0oc.
8)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
9)Providemechanical connection(byothers)of truss tobearingplatecapableofwithstanding19 lbupliftat joint1and19 lbupliftat joint3.
10)Beveledplateor shimrequired toprovide fullbearing surfacewith truss chordat joint(s)1,3.
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-Gramercy-3Lot 1
V08 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:KO8DuFjeoA2xVhGLymDm8nySXIU-8kDlEKIcWblox4MIYSguxM7dzLr9FHnnJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
2x4
=3x4
2x4
1 3
2
B1
0-5-3
4-0-11
1-7-2
3-7-8
2-0-5
2-0-5
4-0-11
Scale = 1:25.1
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 0.10 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.09 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 sheathingdirectlyappliedor4-0-11ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor10-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.
REACTIONS (lb/size)1=144/4-0-11,(min.0-1-8),3=144/4-0-11,(min.0-1-8)
Max Horiz1=-31(LC12)
Max Uplift1=-22(LC16),3=-22(LC17)
Max Grav1=165(LC22),3=165(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=6.0psf;BCDL=6.0psf;h=25ft; 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 tobearingplatecapableofwithstanding22 lbupliftat joint1and22 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-Gramercy-3Lot 1
V09 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:KO8DuFjeoA2xVhGLymDm8nySXIU-8kDlEKIcWblox4MIYSguxM7dZLrtFHnnJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
8
12
3x4 1.5x4
=4x4
3x4
1 3
4
2
B1
0-5-3
8-0-11
3-7-2
7-7-8
4-0-5
4-0-5
8-0-11Scale = 1:28.3
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.23 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.22 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.10 Horiz(TL)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:21 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor8-0-11ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)1=35/8-0-11,(min.0-1-8),3=35/8-0-11,(min.0-1-8),
4=501/8-0-11,(min.0-1-8)
Max Horiz1=-66(LC12)
Max Uplift1=-15(LC23),3=-15(LC22),4=-91(LC16)
Max Grav1=88(LC22),3=88(LC23),4=566(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
WEBS 2-4=-407/222
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-0-6 to3-0-6, Interior(1)3-0-6 to4-0-11,Exterior(2R)4-0-11 to7-1-14, Interior(1)7-1-14 to8-1-1 zone; cantilever leftandrightexposed ; end vertical leftand
rightexposed;C-C formembersand forces&MWFRS forreactions shown;LumberDOL=1.60plategripDOL=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 tobearingplatecapableofwithstanding15 lbupliftat joint1,15 lbupliftatjoint3and91 lbupliftat joint4.
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-Gramercy-3Lot 1
V10 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:KO8DuFjeoA2xVhGLymDm8nySXIU-8kDlEKIcWblox4MIYSguxM7bZLpuFGEnJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
4
12
3x4 1.5x4
1.5x4
=3x4
=4x4
1.5x4 1.5x4
1.5x4
3x4
1 5
98 7 6
14 191815
2 4
16 17
3
B1 B2
0-10-7
16-8-2
7-5-9
15-9-10
8-4-1
8-4-1
16-8-2
Scale =1:31
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)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.12 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.07 Horiz(TL)0.009n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MSH
BCDL 10.0 Weight:42 lbFT = 20%
LUMBER
TOPCHORD2x4SPF No.2
BOTCHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor10-0-0ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS Allbearings16-8-2.
(lb)-MaxHoriz1=-47(LC17)
MaxUpliftAlluplift100(lb)or lessatjoint(s)1,5,7except6=-107(LC
17),9=-107(LC16)
Max GravAllreactions250(lb)or lessat joint(s)1,5except6=435(LC
23),7=351(LC2),9=435(LC22)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)or lessexceptwhenshown.
WEBS 3-7=-286/116,2-9=-326/162,4-6=-326/162
NOTES
1)Unbalancedroof liveloadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneand C-C
Exterior(2E)0-0-12 to3-0-12, Interior(1)3-0-12 to8-4-13,Exterior(2R)8-4-13 to11-4-13, Interior(1)11-4-13 to16-8-14zone; cantilever leftandrightexposed ; end vertical
leftandrightexposed;C-C formembersandforces&MWFRS forreactions shown;Lumber DOL=1.60plategripDOL=1.60
3)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
4)Unbalancedsnow loadshavebeen considered for thisdesign.
5)Gablerequires continuousbottom chordbearing.
6)This trusshasbeendesigned fora10.0psfbottom chord live loadnonconcurrent withanyother liveloads.
7)Providemechanical connection(byothers)of truss tobearingplate capableof withstanding100 lbupliftatjoint(s)1,5,7except(jt=lb)9=107,6=106.
8)This truss isdesigned inaccordance with the2018International Residential Code sectionsR502.11.1and R802.10.2andreferenced standardANSI/TPI1.
LOAD CASE(S)Standard
Job Truss TrussType Qty Ply DWH-Gramercy-3Lot 1
V11 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310 S Jul272019MiTek Industries,Inc.Mon Jan2722:28:10 Page: 1
ID:oaib5bjGZUAo6rrYWTk?g_ySXIT-8kDlEKIcWblox4MIYSguxM7bPLrTFGfnJ1q?ltzr1Op
DE Job# 71996-W1
Dansco Engineering, LLC
Date: 01/28/2020
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.
4
12
3x4
=4x4
1.5x4 3x4
1 3
4
109
2
B1
0-10-7
8-8-2
3-5-9
7-9-10
4-4-1
4-4-1
8-8-2
Scale = 1:24.5
Loading (psf)Spacing 2-0-0 CSI DEFL in(loc)l/deflL/d PLATES GRIP
TCLL(roof)20.0 PlateGripDOL 1.15 TC 0.21 Vert(LL)n/a -n/a999 MT20 197/144
Snow(Pf/Pg)15.4/20.0 LumberDOL 1.15 BC 0.22 Vert(TL)n/a -n/a999
TCDL 10.0 RepStress Incr YES WB 0.08 Horiz(TL)0.00 4n/an/a
BCLL 0.0 Code IRC2018/TPI2014 Matrix-MP
BCDL 10.0 Weight:19 lbFT=20%
LUMBER
TOP CHORD2x4SPF No.2
BOT CHORD2x4SPF No.2
OTHERS 2x4SPFStud
BRACING
TOP CHORD Structuralwood sheathingdirectlyappliedor8-8-2ocpurlins.
BOT CHORD Rigid ceilingdirectlyappliedor6-0-0ocbracing.
MiTekrecommends thatStabilizersandrequired crossbracingbe
installedduring trusserection, inaccordance withStabilizer
Installationguide.REACTIONS (lb/size)1=70/8-8-2,(min.0-1-8),3=70/8-8-2,(min.0-1-8),4=475/8-8-2,
(min.0-1-8)
Max Horiz1=23(LC16)
Max Uplift1=-23(LC16),3=-27(LC17),4=-73(LC12)
Max Grav1=117(LC22),3=117(LC23),4=537(LC2)
FORCES (lb)-Max. Comp./Max.Ten.-All forces250(lb)orlessexcept when shown.
TOP CHORD 1-2=-182/311,2-3=-173/311
BOT CHORD 1-4=-275/228,3-4=-275/228
WEBS 2-4=-348/265
NOTES
1)Unbalancedrooflive loadshavebeen considered for thisdesign.
2)Wind:ASCE7-16;Vult=115mph(3-secondgust)Vasd=91mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft; Cat. II; Exp C; Enclosed;MWFRS(envelope)exterior zoneandC-C
Exterior(2E)0-0-12 to3-0-12, Interior(1)3-0-12 to4-4-13,Exterior(2R)4-4-13 to7-4-13, Interior(1)7-4-13 to8-8-14 zone; cantilever leftandrightexposed ; end verticalleft
andrightexposed;C-C formembersand forces&MWFRS forreactionsshown;Lumber DOL=1.60plategripDOL=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 tobearingplatecapableofwithstanding23 lbupliftat joint1,27 lbupliftatjoint3and73 lbupliftat joint4.
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-Gramercy-3Lot 1
V12 1 12004726-12T Valley Job Reference(optional)
Run:8.31 S Jul272019 Print:8.310SJul272019MiTekIndustries, Inc.MonJan2722:28:10 Page: 1
ID:oaib5bjGZUAo6rrYWTk?g_ySXIT-8kDlEKIcWblox4MIYSguxM7bxLpoFGWnJ1q?ltzr1Op