HomeMy WebLinkAbout22010994JR-eng912
=3x4
=2x4
=4x4 =4x4
=6x8
=4x4
=2x4
=3x4HUS26HUS26HUS26HUS26
8 17 18 7 19 20 6
51
2 4
15 16
3
T1 T1
B1
W3
W2W2W1 W1
3-00-13
3-00-13
3-00-13
12-00-00
2-11-03
8-11-03
2-11-03
6-00-00
2-12
1-02-12
2-12
11-00-00
1-00-00
1-00-00
1-00-00
12-00-00
4-09-04
6-00-00
4-09-04
10-09-046-105-00-10Scale = 1:51.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL)-0.02 7-8 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.46 Vert(CT)-0.03 6-7 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.20 Horz(CT)0.01 6 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 116 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
REACTIONS (size)6=5-08, (min. 1-09), 8=5-08, (min.1-08)
Max Horiz 8=-206 (LC 6)
Max Uplift 6=-355 (LC 11), 8=-351 (LC 10)
Max Grav 6=1993 (LC 1), 8=1939 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-703/88, 2-15=-1691/323,
3-15=-1611/336, 3-16=-1611/336,
4-16=-1691/323, 4-5=-753/91
BOT CHORD 1-8=-32/515, 8-17=-282/1221,
17-18=-282/1221, 7-18=-282/1221,
7-19=-177/1230, 19-20=-177/1230,
6-20=-177/1230, 5-6=-34/555
WEBS 3-7=-239/1651, 4-7=-75/284, 2-7=-75/289,2-8=-1138/260, 4-6=-1090/255
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3") nails as follows:Top chords connected as follows: 2x4 - 1 row at 9-00 oc.Bottom chords connected as follows: 2x6 - 2 rowsstaggered at 9-00 oc.Web connected as follows: 2x4 - 1 row at 9-00 oc.
2)All loads are considered equally applied to all plies,
except if noted as front (F) or back (B) face in the LOADCASE(S) section. Ply to ply connections have beenprovided to distribute only loads noted as (F) or (B),unless otherwise indicated.
3)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left and
right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
7)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
8)One RT7A MiTek connectors recommended to connecttruss to bearing walls due to UPLIFT at jt(s) 8 and 6.This connection is for uplift only and does not consider
lateral forces.
9)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)Use MiTek HUS26 (With 14-16d nails into Girder &
6-16d nails into Truss) or equivalent spaced at 2-0-0 oc
max. starting at 3-1-4 from the left end to 9-1-4 to
connect truss(es) to front face of bottom chord.
11)Fill all nail holes where hanger is in contact with lumber.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-3=-90, 3-5=-90, 9-12=-20
Concentrated Loads (lb)
Vert: 17=-653, 18=-653, 19=-653, 20=-653
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
G01 Common Girder 1 222010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:p9YspFo6f8W6iFalSlxMBjzvmoA-pY7brSeye9ME0NdqdqJNRl8BgJprVkJ60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=5x16
=5x6
=2x4
=4x8
=10x12 =2x4
=5x6
=5x16
HUS26 HUS26 HUS26 HUS26 HUS26 HUS26
19 20 21 8 22 23 24
1 7
2 6
53
17 18
4
T1 T1
B1
W2
W1 W1
HW1 HW1
3-03-01
3-03-01
3-03-00
14-00-00
3-08-15
7-00-00
3-09-00
10-09-00
7-00-00
14-00-00
7-00-00
7-00-001-03-106-06-10Scale = 1:51.9
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL)-0.08 8-15 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.87 Vert(CT)-0.12 8-15 >999 180
TCDL 10.0 Rep Stress Incr NO WB 0.65 Horz(CT)0.01 7 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 185 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x8 SP No.1
WEBS 2x4 SPF No.2
SLIDER Left 2x8 SP No.1 -- 1-11-12, Right 2x8 SP
No.1 -- 1-11-12
BRACINGTOP CHORD Structural wood sheathing directly applied or5-3-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS (size)1=5-08, (min. 3-00), 7=5-08, (min.
3-01)
Max Horiz 1=240 (LC 9)
Max Uplift 1=-1850 (LC 10), 7=-1898 (LC 11)
Max Grav 1=5072 (LC 1), 7=5202 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-2=-3882/1371, 2-3=-4955/1851,
3-17=-4809/1839, 4-17=-4747/1854,
4-18=-4747/1854, 5-18=-4811/1839,
5-6=-4960/1852, 6-7=-3467/1279
BOT CHORD 1-19=-1524/3948, 19-20=-1524/3948,
20-21=-1524/3948, 8-21=-1524/3948,
8-22=-1397/3880, 22-23=-1397/3880,23-24=-1397/3880, 7-24=-1397/3880WEBS4-8=-1996/5280, 3-8=-153/350, 5-8=-169/344
NOTES
1)2-ply truss to be connected together with 10d(0.131"x3") nails as follows:Top chords connected as follows: 2x4 - 1 row at 9-00 oc.Bottom chords connected as follows: 2x8 - 2 rowsstaggered at 7-00 oc.
Web connected as follows: 2x4 - 1 row at 9-00 oc.
2)All loads are considered equally applied to all plies,except if noted as front (F) or back (B) face in the LOADCASE(S) section. Ply to ply connections have beenprovided to distribute only loads noted as (F) or (B),unless otherwise indicated.
3)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zone;
cantilever left and right exposed ; end vertical left and
right exposed; Lumber DOL=1.60 plate grip DOL=1.60
4)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
7)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
8)One LUGT2 MiTek connectors recommended to connecttruss to bearing walls due to UPLIFT at jt(s) 1 and 7.This connection is for uplift only and does not consider
lateral forces.
9)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)Use MiTek HUS26 (With 14-16d nails into Girder &
6-16d nails into Truss) or equivalent spaced at 2-0-0 oc
max. starting at 2-1-4 from the left end to 12-1-4 to
connect truss(es) to back face of bottom chord.
11)Fill all nail holes where hanger is in contact with lumber.
12)Minimum of a double stud required directly beneath thistruss to attach LUGT2 tiedown.
LOAD CASE(S) Standard
1)Dead + Snow (balanced): Lumber Increase=1.15, Plate
Increase=1.15
Uniform Loads (lb/ft)
Vert: 1-4=-90, 4-7=-90, 9-13=-20
Concentrated Loads (lb)
Vert: 19=-1456, 20=-1456, 21=-1456, 22=-1456,
23=-1456, 24=-1456
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
G05 Common Girder 1 222010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:ikNfM3Sci2RIoiHKAoQFwKzvmnJ-Hlh_3nfaPTU5eXC1AYqc_zhILj3fE4YGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x4
=2x4 =2x4
=4x10
=6x6
=3x6
8 7 65
1
12
2
1314
34
T1 W4
B1
W3W1W2
HW1
5-03-09
5-03-09
6-08-07
12-00-00
2-08
12-00-00
2-12
1-02-12
1-00-00
1-00-00
4-00-13
5-03-09
6-05-15
11-09-089-06-106-109-06-10Scale = 1:75.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.05 6-7 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.31 Vert(CT)-0.11 6-7 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(CT)-0.01 6 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 61 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or5-3-4 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
WEBS 1 Row at midpt 3-6
REACTIONS (size)6= Mechanical, (min. 1-08),
8=5-08, (min. 1-08)
Max Horiz 8=642 (LC 12)
Max Uplift 6=-564 (LC 12), 8=-52 (LC 12)
Max Grav 6=750 (LC 18), 8=740 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-12=-314/341, 2-13=-276/116, 3-6=-383/297
BOT CHORD 7-8=-469/605, 6-7=-469/606
WEBS 2-6=-695/539, 2-8=-715/0, 2-7=0/252
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
7-9-1, Exterior (2) 7-9-1 to 12-0-0 zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
6)Refer to girder(s) for truss to truss connections.
7)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 564 lb uplift atjoint 6.
8)One RT7A MiTek connectors recommended to connecttruss to bearing walls due to UPLIFT at jt(s) 8. Thisconnection is for uplift only and does not consider lateralforces.
9)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)WARNING: The following hangers are manually appliedbut fail due to geometric considerations: One RT7A on
front face at 1-0-13 from the left end.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
M04 Jack-Closed 2 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:rNpZyp72jfmwFzh5sI4w1Ezvmy3-pY7brSeye9ME0NdqdqJNRl8?GJsBVcB60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x4 =2x4 =3x6
=6x6 =3x6
7
6
5
1
11
2
1213
34
T1 W3
B1
W2W1
HW1
5-03-09
5-03-09
6-08-07
12-00-00
2-08
12-00-00
5-03-09
5-03-09
6-05-15
11-09-089-06-106-109-06-10Scale = 1:63.8
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL)-0.05 6-7 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.33 Vert(CT)-0.10 6-7 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(CT)-0.01 6 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 55 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or5-7-10 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 8-2-2 oc
bracing.
WEBS 1 Row at midpt 3-6
REACTIONS (size)1= Mechanical, (min. 1-08), 6=
Mechanical, (min. 1-08)
Max Horiz 1=642 (LC 12)
Max Uplift 1=-47 (LC 12), 6=-569 (LC 12)
Max Grav 1=673 (LC 18), 6=817 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-11=-842/61, 2-11=-591/0, 2-12=-275/114,
3-6=-382/294
BOT CHORD 1-7=-651/673, 6-7=-485/673
WEBS 2-6=-778/561, 2-7=0/271
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
7-9-1, Exterior (2) 7-9-1 to 12-0-0 zone; cantilever left
and right exposed ;C-C for members and forces &
MWFRS for reactions shown; Lumber DOL=1.60 plate
grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.6)All bearings are assumed to be User Defined crushingcapacity of 425 psi.
7)Refer to girder(s) for truss to truss connections.
8)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 47 lb uplift at joint
1 and 569 lb uplift at joint 6.
9)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
M04A Jack-Closed 4 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:kh5wxobunKYXppbP5HlqaFzvmxT-pY7brSeye9ME0NdqdqJNRl8?GJrtVbx60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4
14 13 12 11 10
9
1
2
3
4
5
6
78
T1 W1
B1
ST5
ST4
ST3
ST2
ST1
HW1
12-00-00
2-08
12-00-00
11-09-08
11-09-089-06-106-109-06-10Scale = 1:58.8
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.13 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.30 Horiz(TL)-0.02 8 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 67 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
WEBS 1 Row at midpt 7-9
REACTIONS All bearings 12-00-00.
(lb) -Max Horiz 1=644 (LC 12), 15=644 (LC 12)
Max Uplift All uplift 100 (lb) or less at joint(s)
8, 9 except 1=-143 (LC 10),
10=-187 (LC 12), 11=-183 (LC 12),12=-193 (LC 12), 13=-148 (LC 12),14=-322 (LC 12), 15=-143 (LC 10)
Max Grav All reactions 250 (lb) or less at joint
(s) 8, 9, 12, 13 except 1=501 (LC
12), 10=324 (LC 18), 11=265 (LC
18), 14=309 (LC 21), 15=501 (LC
12)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-767/632, 2-3=-602/493, 3-4=-476/392,4-5=-340/282
BOT CHORD 1-14=-469/383
WEBS 6-10=-283/210, 2-14=-272/259
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zoneand C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to12-0-0 zone; cantilever left and right exposed ;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
10)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 lb uplift atjoint(s) 8, 9 except (jt=lb) 1=143, 10=187, 11=183,12=192, 13=148, 14=322, 1=143.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
M04GE Monopitch Supported Gable 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:zQ8KqtiXf5hFOBn77gQxR9zvmxK-pY7brSeye9ME0NdqdqJNRl8AjJu0Vjl60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4
=4x4
=3x4 =3x4
91
15 14 13 12 11 10
82
3 7
23 28
4 624272526
5
T1 T1
B1 B2
ST3
ST2
ST1
ST2
ST1
8-00
8-00
8-00
21-01-11
9-10-13
10-06-13
9-10-13
20-05-11
19-09-117-11-064-101-10-1-107-09-127-09-12Scale = 1:53.3
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.16 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(CT)0.01 10 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 74 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
REACTIONS All bearings 19-09-11.
(lb) -Max Horiz 2=355 (LC 11), 16=355 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s)8, 19 except 2=-119 (LC 8),10=-307 (LC 13), 12=-408 (LC 13),14=-408 (LC 12), 15=-309 (LC 12),16=-119 (LC 8)
Max Grav All reactions 250 (lb) or less at joint
(s) 2, 8, 16, 19 except 10=393 (LC
23), 12=598 (LC 23), 13=489 (LC
25), 14=598 (LC 22), 15=395 (LC
22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-350/274, 3-23=-273/178,4-24=-269/282, 24-25=-262/283,
5-25=-243/304, 5-26=-243/272,
26-27=-262/252, 6-27=-269/251,
7-8=-271/181
BOT CHORD 2-15=-132/259, 14-15=-132/259,
13-14=-132/259, 12-13=-132/259,
11-12=-132/259, 10-11=-132/259,
8-10=-132/259WEBS5-13=-275/19, 4-14=-475/450,3-15=-362/340, 6-12=-475/449,
7-10=-362/339
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-3-1 to 3-3-1, Interior (1) 3-3-1 to
7-7-3, Exterior (2) 7-7-3 to 13-7-3, Interior (1) 13-7-3 to
17-11-4, Exterior (2) 17-11-4 to 20-11-4 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)This truss has been designed for greater of min roof liveload of 16.0 psf or 2.00 times flat roof load of 35.0 psf onoverhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 4-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
11)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 8, 8 except (jt=lb) 2=119, 14=408, 15=308,
12=408, 10=306, 2=119.
12)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
13)See Standard Industry Piggyback Truss Connection
Detail for Connection to base truss as applicable, or
consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
PB01 Piggyback 8 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:b?WA_ffP_NKQWHDuKC3ccKzvnAt-Hlh_3nfaPTU5eXC1AYqc_zhJ8jEmEATGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4 =3x6
=3x8 =4x4
=3x6
=3x4 =3x4
111
17 16 15 14 13 12
102
3 927321918
84
5 728312930
6
T1 T1
B1 B2
W2
W1W1
ST2
ST3
ST1
ST2
ST3
ST1
8-00
21-01-11
8-00
8-00
4-10-05
10-06-13
4-10-05
15-05-03
5-00-08
5-08-08
5-00-08
20-05-11
9-10-13
10-06-13
9-10-13
20-05-117-11-064-101-10-1-107-09-127-09-12Scale = 1:54.7
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(CT)0.01 10 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 87 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing.
REACTIONS All bearings 19-09-11.
(lb) -Max Horiz 2=355 (LC 11), 20=355 (LC 11)
Max Uplift All uplift 100 (lb) or less at joint(s)
10, 15, 24 except 2=-109 (LC 8),
12=-255 (LC 13), 14=-277 (LC 13),
16=-289 (LC 12), 17=-261 (LC 12),
20=-109 (LC 8)
Max Grav All reactions 250 (lb) or less at joint(s) 2, 10, 20, 24 except 12=360 (LC23), 14=523 (LC 20), 15=481 (LC1), 16=523 (LC 19), 17=367 (LC22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-268/226, 3-27=-279/161, 6-29=-181/252
WEBS 6-15=-306/24, 5-18=-444/339,16-18=-440/331, 3-17=-303/284,7-19=-444/329, 14-19=-440/319,9-12=-303/279
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-3-1 to 3-3-1, Interior (1) 3-3-1 to
7-7-3, Exterior (2) 7-7-3 to 13-7-3, Interior (1) 13-7-3 to
17-11-4, Exterior (2) 17-11-4 to 20-11-4 zone; cantilever
left and right exposed ; end vertical left and rightexposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2) Truss designed for wind loads in the plane of the trussonly. For studs exposed to wind (normal to the face),see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for thisdesign.
5)This truss has been designed for greater of min roof live
load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on
overhangs non-concurrent with other live loads.
6)All plates are 2x4 MT20 unless otherwise indicated.
7)Gable requires continuous bottom chord bearing.
8)Gable studs spaced at 4-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
10)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members.11)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 15, 10, 10 except (jt=lb) 2=108, 16=289, 17=261,
14=276, 12=254, 2=108.
12)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
13)See Standard Industry Piggyback Truss Connection
Detail for Connection to base truss as applicable, or
consult qualified building designer.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
PB01GE Piggyback 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:6TP4cSlU77xt7h7EqQ2jYhzvn?8-Hlh_3nfaPTU5eXC1AYqc_zhJHjFhEA?GFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4
=4x4
=3x412111098
71
2 6
3 5
4
T1 T1
B1
ST3
ST2
ST1
ST2
ST1
6-00-00
6-00-00
6-00-00
12-00-00
1-00-00
1-00-00
11-00-00
12-00-006-105-00-10Scale = 1:40.2
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.14 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.12 Horiz(TL)0.00 8 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 47 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS All bearings 10-00-00.
(lb) -Max Horiz 12=-206 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s)except 8=-190 (LC 12), 9=-244 (LC13), 11=-246 (LC 12), 12=-194 (LC13)
Max Grav All reactions 250 (lb) or less at joint
(s) except 8=315 (LC 19), 9=305
(LC 22), 10=343 (LC 1), 11=331
(LC 21), 12=315 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
WEBS 4-10=-294/21, 3-11=-252/236, 2-12=-235/269
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) zone; cantilever left and right
exposed ; end vertical left and right exposed;C-C for
members and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.
7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 246 lb uplift at
joint 11, 193 lb uplift at joint 12, 244 lb uplift at joint 9
and 190 lb uplift at joint 8.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T01GE Common Supported Gable 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:84MLGGFl3wMsI6jnFdjUmezvmwd-pY7brSeye9ME0NdqdqJNRl8AMJurVma60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x6
=4x10
=4x8
=5x12 =4x6
=4x6
=3x4 =3x4
=8x8
=6x10
=4x4
=5x6
=4x4
=8x8
=5x8
=3x4
=7x16
=8x8
=5x12
=4x6
=4x6
=8x8
=6x6
=4x8
=2x4
=4x6
One RT7A
1
26 25
24 19
1817 16 15
14
132233940224142214320
31 38
3 123732
114
5
10783435369633
T2
T1
T3 T4
T2
T1
B1 B6 B7
B2
B3 B4
B5
W5
W11
W10
W12
W13 W14W3
W4
W1 W16W15W2
W6 W9W7W8W8
1-05-08
1-05-08
1-04-08
50-10-00
3-02-07
36-00-03
3-00-05
14-09-13
4-09-15
6-03-07
5-06-01
11-09-08
5-07-06
49-05-08
8-11-09
32-09-12
9-00-05
23-10-03
7-10-00
43-10-02
1-15
27-11-04
4-08
49-10-00
5-08
1-05-08
1-00-00
1-00-00
1-00-00
50-10-00
10-15
36-11-00
3-05-01
36-00-01
4-09-15
6-03-07
4-07-12
32-07-00
5-07-13
11-11-04
5-10-04
42-09-04
6-08-04
49-05-08
7-10-03
27-09-05
7-11-14
19-11-026-103-00-0011-08-0042-00-00
Scale = 1:90.2
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL)-0.17 22-23 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.32 Vert(CT)-0.28 22-23 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(CT)0.22 16 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 350 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x6 SPF 2100F 1.8E *Except* 24-5:2x4 SPF
No.2, 9-19:2x6 SPF No.2
WEBS 2x4 SPF No.2 *Except* 2-26,13-15:2x6 SPF
No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or4-11-7 oc purlins, except
2-0-0 oc purlins (5-1-8 max.): 6-10.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing. Except:
1 Row at midpt 9-20
WEBS 1 Row at midpt 10-20, 12-18, 12-16,
6-23, 8-22, 8-21
WEBS 2 Rows at 1/3 pts 10-18
REACTIONS (size)15=4-08, (min. 1-08), 16=5-08,(min. 4-02), 26=5-08, (min. 3-01)
Max Horiz 26=-513 (LC 8)
Max Uplift 15=-244 (LC 18), 16=-784 (LC 9),26=-782 (LC 12)
Max Grav 15=331 (LC 11), 16=3225 (LC 1),
26=2395 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-300/82, 2-31=-2659/1106,3-31=-2425/1132, 3-32=-3798/1572,4-32=-3636/1586, 4-5=-3618/1601,5-6=-3648/1820, 6-33=-2653/1365,7-33=-2653/1365, 7-8=-2653/1365,
8-34=-2328/1262, 34-35=-2328/1262,
35-36=-2328/1262, 9-36=-2328/1262,
9-10=-1868/1072, 10-11=-1161/802,
11-37=-1363/770, 12-37=-1404/754,
12-38=-351/713, 13-38=-381/656
BOT CHORD 1-26=-73/292, 25-26=-560/622,
5-23=-418/410, 23-39=-1108/2464,
39-40=-1108/2464, 22-40=-1108/2464,
22-41=-1211/2714, 41-42=-1211/2714,
21-42=-1211/2714, 21-43=-761/1921,
20-43=-759/1923, 9-20=-1370/797,
17-18=-1006/534, 16-17=-1006/534
WEBS 3-23=-394/987, 18-20=-393/1200,10-20=-1170/2542, 10-18=-2045/845,12-18=-909/2308, 12-16=-3050/1390,
3-25=-1443/680, 23-25=-1049/2226,
2-26=-2090/1040, 13-15=-225/340,
13-16=-432/196, 2-25=-647/1768,
6-23=-823/1491, 9-21=-425/1262,
6-22=-405/694, 8-22=-452/490,
8-21=-1140/526
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 5-1-0, Interior (1) 5-1-0 to
7-8-8, Exterior (2) 7-8-8 to 22-1-0, Interior (1) 22-1-0 to
28-9-0, Exterior (2) 28-9-0 to 43-1-8, Interior (1) 43-1-8
to 45-9-0, Exterior (2) 45-9-0 to 50-10-0 zone; cantilever
left and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10, W left=25-5-0, W right =25-5-0
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members, with BCDL = 10.0psf.
6)Two RT7A MiTek connectors recommended to connect
truss to bearing walls due to UPLIFT at jt(s) 16 and 26.
This connection is for uplift only and does not consider
lateral forces.
7)One RT7A MiTek connectors recommended to connect
truss to bearing walls due to UPLIFT at jt(s) 15. This
connection is for uplift only and does not consider lateral
forces.
8)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
9)Graphical purlin representation does not depict the sizeor the orientation of the purlin along the top and/orbottom chord.
10)Double installations of RT7A require the two hurricaneties to be installed on opposite sides of top plate toavoid nail interference in single ply truss.
11)The loading on this truss has been modified to reflect
the roof profile, the ridgeline is located 25-5-0 from joint
1 and has a slope of 9.000 on the left and -9.000 on the
right.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T02 Piggyback Base 2 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:onrII_dmnsMw4Z5YR6O8qIzvn0a-pY7brSeye9ME0NdqdqJNRl852Js2Va?60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x6 =4x6
=3x4 =3x4
=3x4
=4x6 =8x8
=8x8
=3x4 =3x4
=3x4
=6x6
=4x6
=4x6
=4x6
1
6362 61 60 59 58
57 44
43 4241 40 39 38 37 36 35 34
33
3223713156
55 54 53 52 51 50 49 48 47 46
454 7030
5 29
6 282778269
25
10 24111213146815161718691920212223
T2
T1
T3 T4
T2
T1
B1 B6 B7
B2
B3 B4
B5
W1 W1
ST8ST7
ST6ST6ST6ST6ST6ST6ST6ST6ST6ST5
ST5
ST4
ST3
ST2
ST1
ST9
ST10
ST11
ST12
ST13
ST14
1-01-12
1-01-12
1-01-12
50-10-00
3-02-11
36-00-03
3-00-13
14-09-13
10-07-04
11-09-00
13-08-01
49-08-04
17-11-11
32-09-08
1-12
49-10-00
1-00-00
50-10-00
1-01-12
1-01-12
4-03-04
36-11-00
4-09-00
32-07-12
10-09-00
11-10-12
12-09-04
49-08-04
16-00-00
27-10-126-103-00-0011-08-00Scale = 1:85.1
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL)0.00 21 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(CT)0.00 21 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(CT)0.05 39 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 392 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x6 SPF 2100F 1.8E *Except*
57-9,21-44:2x4 SPF No.2
WEBS 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except
2-0-0 oc purlins (6-0-0 max.): 11-23.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing, Except:10-0-0 oc bracing: 56-57,44-45.
T-Brace:2x4 SPF No.2 -
21-45
WEBS T-Brace:2x4 SPF No.2 - 24-42,
22-43, 25-40
Fasten (2X) T and I braces to narrow edgeof web with 10d (0.131"x3") nails, 6ino.c.,with 3in minimum end distance. Brace must cover 90% of web length.
REACTIONS All bearings 41-06-08. except 37=7-03-08,
36=7-03-08, 35=7-03-08, 34=7-03-08
(lb) -Max Horiz 63=513 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)
42, 43, 44, 46, 57 except 34=-174
(LC 13), 35=-154 (LC 13), 36=-190
(LC 13), 37=-182 (LC 13), 38=-186
(LC 13), 39=-210 (LC 13), 40=-106
(LC 13), 45=-116 (LC 8), 47=-105(LC 8), 48=-106 (LC 8), 49=-105(LC 9), 50=-101 (LC 9), 51=-103(LC 8), 52=-114 (LC 8), 53=-121(LC 8), 54=-119 (LC 11), 55=-132(LC 9), 56=-233 (LC 12), 58=-147(LC 12), 59=-186 (LC 12), 60=-190
(LC 12), 61=-168 (LC 12), 62=-640
(LC 9), 63=-944 (LC 8)
Max Grav All reactions 250 (lb) or less at joint(s) 44, 45, 57 except 34=253 (LC19), 35=293 (LC 40), 36=382 (LC
30), 37=365 (LC 30), 38=367 (LC
30), 39=373 (LC 30), 40=374 (LC
30), 42=365 (LC 44), 43=257 (LC
29), 46=265 (LC 29), 47=365 (LC
29), 48=372 (LC 29), 49=366 (LC
29), 50=360 (LC 29), 51=367 (LC
29), 52=377 (LC 29), 53=375 (LC
29), 54=390 (LC 43), 55=453 (LC
44), 56=371 (LC 30), 58=305 (LC
30), 59=374 (LC 30), 60=366 (LC
30), 61=384 (LC 30), 62=694 (LC
10), 63=963 (LC 11)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-576/583, 2-3=-711/723, 3-4=-579/610,4-5=-540/602, 5-6=-503/679, 6-7=-474/750,
7-8=-455/756, 8-9=-554/817, 9-10=-683/913,
10-11=-614/772, 11-12=-607/772,
12-13=-607/772, 13-14=-607/772,
14-68=-607/772, 15-68=-607/772,
15-16=-608/773, 16-17=-608/773,
17-18=-608/773, 18-69=-609/773,
19-69=-609/773, 19-20=-609/773,
20-21=-609/773, 21-22=-609/774,
22-23=-609/774, 23-24=-553/688,
24-25=-691/870, 25-26=-625/783,
26-27=-495/634, 27-28=-507/623,
28-29=-401/499, 29-30=-297/365
BOT CHORD 1-63=-499/504, 9-56=-354/241
WEBS 24-42=-321/194, 19-47=-322/129,
18-48=-331/129, 17-49=-328/126,
16-50=-319/123, 15-51=-326/125,
14-52=-337/140, 13-53=-334/147,
12-54=-356/161, 10-55=-388/158,
8-58=-268/162, 6-59=-333/208,
5-60=-328/203, 4-61=-336/211,
3-62=-338/266, 25-40=-334/124,
26-39=-333/230, 28-38=-326/205,
29-37=-326/202, 30-36=-335/207,
31-35=-272/187
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-0-0 to 5-1-0, Exterior (2) 5-1-0 to
9-9-12, Corner (3) 9-9-12 to 20-0-3, Exterior (2) 20-0-3
to 30-10-4, Corner (3) 30-10-4 to 41-0-4, Exterior (2)
41-0-4 to 45-9-0, Corner (3) 45-9-0 to 50-10-0 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.
3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)This truss is not designed to support a ceiling and is not
intended for use where aesthetics are a consideration.
6)Provide adequate drainage to prevent water ponding.
7)All plates are 2x4 MT20 unless otherwise indicated.
8)Gable studs spaced at 2-0-0 oc.
9)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T02GE Piggyback Base Supported Gable 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:2sWr17mkekCaM?Hdxr4Bd6zvn?6-Hlh_3nfaPTU5eXC1AYqc_zhMZjFOE8RGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
Continued on page 2
02/14/2022
10)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottomchord and any other members.
11)Bearings are assumed to be: Joint 63 SPF 2100F 1.8E
crushing capacity of 525 psi.
12)Bearing at joint(s) 56, 45 considers parallel to grain
value using ANSI/TPI 1 angle to grain formula. Building
designer should verify capacity of bearing surface.
13)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at
joint(s) 57, 44, 42, 43, 46 except (jt=lb) 56=232, 47=105,
48=105, 49=105, 50=100, 51=103, 52=113, 53=120,
54=118, 55=131, 58=146, 59=185, 60=189, 61=168,
62=639, 40=105, 39=209, 38=186, 37=181, 36=189,35=154, 45=116, 63=943, 34=173.
14)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
15)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/or
bottom chord.
16)Warning: Additional permanent and stability bracing for
truss system (not part of this component design) is
always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T02GE Piggyback Base Supported Gable 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 2
ID:2sWr17mkekCaM?Hdxr4Bd6zvn?6-Hlh_3nfaPTU5eXC1AYqc_zhMZjFOE8RGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x6
=4x10 =4x8
=5x10
=4x6 =4x6
=3x4 =3x4
=8x8
=6x10
=4x4
=4x6
=5x10
=8x8
=3x4 =4x4
=8x12
=6x6
=10x12
=5x6
=6x8
=4x6
=8x8 =2x4
=12x12
=4x6
Two RT16A
1
27 26
25 18
45 46 17 16
15
14224404123424322
21
32 39
3 133833
124
5
20 19 44
11
10783536379634
T2
T1
T3 T4
T2
T1
B1 B8
B2
B3 B4
B5
B6
B7
W5
W9
W15
W11
W3
W4
W6 W7 W8 W8
W10
W13 W14
W17W16W1W2
W12
1-05-08
1-05-08
1-04-08
50-10-00
3-03-07
36-00-03
2-06-00
43-10-02
3-00-05
14-09-13
4-09-15
6-03-07
5-04-00
41-04-02
5-06-01
11-09-08
5-07-06
49-05-08
8-07-06
32-08-12
9-03-09
24-01-06
4-08
49-10-00
5-08
1-05-08
1-00-00
1-00-00
1-00-00
50-10-00
4-09-15
6-03-07
5-01-03
32-10-08
5-07-13
11-11-04
6-06-04
42-09-04
6-08-04
49-05-08
7-10-03
27-09-05
7-11-14
19-11-02
3-04-08
36-03-0011-08-006-103-00-005-11-028-11-028-11-028-11-022-08-1411-08-003-00-003-00-005-11-028-11-0242-00-00
Scale = 1:90.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL)-0.21 21 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.32 21 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.99 Horz(CT)0.31 17 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 358 lb FT = 20%
LUMBER
TOP CHORD 2x6 SPF 2100F 1.8E
BOT CHORD 2x6 SPF 2100F 1.8E *Except* 25-5,21-9:2x4
SPF No.2, 19-18:2x6 SPF No.2
WEBS 2x4 SPF No.2 *Except* 11-17:2x4 SPF
2100F 1.8E, 14-16,2-27:2x6 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or5-2-12 oc purlins, except
2-0-0 oc purlins (4-3-6 max.): 6-10.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
WEBS 1 Row at midpt 8-20, 6-24, 8-23, 8-22,
14-17
WEBS 2 Rows at 1/3 pts 11-17
REACTIONS (size)16=4-08, (min. 1-08), 17=5-08,
(req. 7-07), 27=5-08, (min. 2-13)
Max Horiz 27=-513 (LC 10)
Max Uplift 16=-1415 (LC 24), 17=-1310 (LC
9), 27=-772 (LC 12)
Max Grav 16=766 (LC 9), 17=4758 (LC 1),
27=2219 (LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-2=-271/85, 2-32=-2437/1073,
3-32=-2202/1088, 3-33=-3415/1497,
4-33=-3253/1512, 4-5=-3235/1526,
5-6=-3261/1743, 6-34=-2253/1285,
7-34=-2253/1285, 7-8=-2253/1285,8-35=-3474/1514, 35-36=-3474/1514,36-37=-3474/1514, 9-37=-3474/1514,9-10=-3389/1484, 10-11=-1145/464,11-12=-961/2549, 12-38=-964/2322,13-38=-974/2311, 13-39=-962/2483,14-39=-985/2292, 14-15=-217/400
BOT CHORD 1-27=-75/268, 26-27=-550/598,5-24=-418/408, 24-40=-985/2179,40-41=-985/2179, 23-41=-985/2179,
23-42=-999/2221, 42-43=-999/2221,
22-43=-999/2221, 9-20=-889/370,
19-20=-452/1280, 19-44=-303/1060,
11-44=-303/1062, 18-19=-1272/676,
18-45=-330/164, 45-46=-330/164,
17-46=-330/164, 16-17=-278/189,
15-16=-278/189
WEBS 3-24=-333/846, 8-20=-988/2401,
13-17=-565/491, 10-20=-1337/2856,
3-26=-1307/622, 24-26=-965/2032,
6-24=-818/1437, 6-23=-354/419,
8-23=-199/461, 8-22=-1811/906,
20-22=-965/2285, 11-18=-653/1316,
11-17=-4073/1434, 14-16=-628/1274,
14-17=-1622/568, 2-27=-1935/1009,
2-26=-617/1612, 10-19=-1221/671
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 5-1-0, Interior (1) 5-1-0 to7-8-8, Exterior (2) 7-8-8 to 22-1-0, Interior (1) 22-1-0 to28-9-0, Exterior (2) 28-9-0 to 43-1-8, Interior (1) 43-1-8to 45-9-0, Exterior (2) 45-9-0 to 50-10-0 zone; cantileverleft and right exposed ; end vertical left and rightexposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp D; Partially Exp.; Ct=1.10, W left
=25-5-0, W right =25-5-0
3)Unbalanced snow loads have been considered for thisdesign.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.
6)WARNING: Required bearing size at joint(s) 17 greater
than input bearing size.
7)Bearings are assumed to be: , Joint 17 User Definedcrushing capacity of 425 psi, Joint 17 SPF No.2crushing capacity of 425 psi, Joint 16 User Defined
crushing capacity of 425 psi, Joint 16 SPF No.2
crushing capacity of 425 psi.
8)Two RT16A MiTek connectors recommended to connect
truss to bearing walls due to UPLIFT at jt(s) 17 and 16.
This connection is for uplift only and does not consider
lateral forces.9)Two RT7A MiTek connectors recommended to connecttruss to bearing walls due to UPLIFT at jt(s) 27. Thisconnection is for uplift only and does not consider lateral
forces.
10)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
11)Graphical purlin representation does not depict the size
or the orientation of the purlin along the top and/or
bottom chord.
12)This truss has large uplift reaction(s) from gravity load
case(s). Proper connection is required to secure truss
against upward movement at the bearings. Building
designer must provide for uplift reactions indicated.
13)Double installations of RT16A require installation on
both interior and exterior sides.
14)Double installations of RT7A require the two hurricaneties to be installed on opposite sides of top plate toavoid nail interference in single ply truss.
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T03 Piggyback Base 6 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:Y2wnVm7o3TCVfpd0QfMvSSzvnGj-pY7brSeye9ME0NdqdqJNRl84xJsWVYz60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
Continued on page 2
02/14/2022
15)The loading on this truss has been modified to reflect
the roof profile, the ridgeline is located 25-5-0 from joint1 and has a slope of 9.000 on the left and -9.000 on theright.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T03 Piggyback Base 6 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 2
ID:Y2wnVm7o3TCVfpd0QfMvSSzvnGj-pY7brSeye9ME0NdqdqJNRl84xJsWVYz60q8pB6zlI3c
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x4
=3x6
=3x6
=4x8
=5x6
=3x6
=3x6
=4x4
8 7 6
1 5
2 4
15 18
16 17
3
T1 T1
B1
W3
W1 W2 W1W2HW1HW1
1-02-12
1-02-12
1-02-12
16-00-00
6-09-04
14-09-04
6-09-04
8-00-00
2-12
1-02-12
2-12
15-00-00
1-00-00
1-00-00
1-00-00
16-00-00
6-09-04
14-09-04
6-09-04
8-00-006-106-06-1014-00-00
Scale = 1:59.7
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL)-0.03 7-8 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.33 Vert(CT)-0.07 7-8 >999 180
TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(CT)-0.01 6 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 66 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or5-9-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc
bracing, Except:
8-10-3 oc bracing: 7-8.
REACTIONS (size)6=5-08, (min. 1-08), 8=5-08, (min.
1-08)
Max Horiz 8=275 (LC 9)
Max Uplift 6=-317 (LC 13), 8=-317 (LC 12)
Max Grav 6=880 (LC 1), 8=880 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-2=-260/283, 2-15=-743/262,
15-16=-551/280, 3-16=-546/299,
3-17=-546/299, 17-18=-551/280,
4-18=-743/263
BOT CHORD 1-8=-251/337, 7-8=-436/543, 6-7=-256/342,5-6=-256/342
WEBS 2-8=-871/612, 2-7=-203/360, 4-6=-871/612,
4-7=-211/366
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
5-0-0, Exterior (2) 5-0-0 to 11-0-0, Interior (1) 11-0-0 to
13-0-0, Exterior (2) 13-0-0 to 16-0-0 zone; cantilever left
and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
6)One RT7A MiTek connectors recommended to connecttruss to bearing walls due to UPLIFT at jt(s) 8 and 6.This connection is for uplift only and does not considerlateral forces.
7)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T05 Common 7 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:UljpqgdmMeVHG_YP5jEwaTzvmsG-Hlh_3nfaPTU5eXC1AYqc_zhBdjB5EC1GFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4
=4x4
=3x416151413121110
1 9
2 8
3 7
23 24
4 6
5
T1 T1
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST1
8-00-00
8-00-00
8-00-00
16-00-00
1-00-00
1-00-00
15-00-00
16-00-006-106-06-10Scale = 1:46.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.18 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.22 Horiz(TL)0.00 11 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 69 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
10-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS All bearings 14-00-00.
(lb) -Max Horiz 16=275 (LC 9)
Max Uplift All uplift 100 (lb) or less at joint(s)except 10=-222 (LC 12), 11=-279(LC 13), 12=-163 (LC 13), 14=-162(LC 12), 15=-284 (LC 12), 16=-227(LC 13)
Max Grav All reactions 250 (lb) or less at joint
(s) except 10=329 (LC 21), 11=319
(LC 22), 12=310 (LC 19), 13=372
(LC 24), 14=310 (LC 18), 15=324
(LC 21), 16=335 (LC 22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 4-5=-243/349, 5-6=-243/349
WEBS 5-13=-334/129, 4-14=-261/195,
6-12=-261/196
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to
5-0-0, Corner (3) 5-0-0 to 11-0-0, Exterior (2) 11-0-0 to
13-0-0, Corner (3) 13-0-0 to 16-0-0 zone; cantilever left
and right exposed ; end vertical left and right
exposed;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate gripDOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1.3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for thisdesign.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable studs spaced at 2-0-0 oc.7)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
8)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.9)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 162 lb uplift at
joint 14, 283 lb uplift at joint 15, 227 lb uplift at joint 16,
163 lb uplift at joint 12, 279 lb uplift at joint 11 and 221 lb
uplift at joint 10.
10)Non Standard bearing condition. Review required.
11)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T05GE Common Supported Gable 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:7KzmvazyXY99FRGzIJFjFbzvmrp-Hlh_3nfaPTU5eXC1AYqc_zhLxjEREBGGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x8 =2x4 =3x4
=4x4
=5x6
=3x4 =4x4
=3x4
=2x4
=4x8
23 24 10 25 9 8 26 27
71
2217
2 6
53
18 21
19 20
4
T2
T1
T2
T1
B1 B2
W2
W1
W2
W1
HW1 HW1
6-08-12
6-08-12
6-08-12
26-10-00
6-08-04
20-01-04
6-08-04
13-05-00
8-11-00
17-10-08
8-11-08
8-11-08
8-11-08
26-10-007-0810-08-04Scale = 1:71.3
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL)-0.23 8-10 >999 240 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.79 Vert(CT)-0.33 8-10 >976 180
TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(CT)0.05 7 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 108 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or4-4-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-10-14 oc
bracing.
WEBS 1 Row at midpt 4-8, 4-10
REACTIONS (size)1= Mechanical, (min. 1-08),
7=3-08, (min. 2-05)
Max Horiz 1=-461 (LC 8)
Max Uplift 1=-526 (LC 12), 7=-526 (LC 13)
Max Grav 1=1476 (LC 1), 7=1476 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-17=-1977/724, 2-17=-1687/746,
2-3=-1804/862, 3-18=-1700/873,
18-19=-1686/880, 4-19=-1686/898,
4-20=-1686/898, 20-21=-1687/880,
5-21=-1700/873, 5-6=-1802/862,6-22=-1685/746, 7-22=-1978/724
BOT CHORD 1-23=-674/1751, 23-24=-674/1751,
10-24=-674/1751, 10-25=-214/1118,
9-25=-214/1118, 8-9=-214/1118,
8-26=-427/1460, 26-27=-427/1460,
7-27=-427/1460
WEBS 4-8=-541/975, 6-8=-645/621, 4-10=-541/980,
2-10=-645/621
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-0 to 3-0-0, Interior (1) 3-0-0 to
10-5-0, Exterior (2) 10-5-0 to 16-5-0, Interior (1) 16-5-0
to 23-10-0, Exterior (2) 23-10-0 to 26-10-0 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
5)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members, with BCDL = 10.0psf.6)Refer to girder(s) for truss to truss connections.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 526 lb uplift at
joint 1.
8)Two RT7A MiTek connectors recommended to connect
truss to bearing walls due to UPLIFT at jt(s) 7. This
connection is for uplift only and does not consider lateral
forces.
9)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
10)Double installations of RT7A require the two hurricane
ties to be installed on opposite sides of top plate to
avoid nail interference in single ply truss.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T06 Common 6 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:7t1d2CNHW?RLKgtVHSshdmzvmrH-Hlh_3nfaPTU5eXC1AYqc_zhDVj4vE9mGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x6
=3x4
=4x4
=3x4
=3x4
=3x6
31 30 29 28 27 26 25 2423 22 21 20 19 18
171
162
3 15
4 14
5 13126
117
108
9
T2
T1
T2
T1
B1 B2HW1 HW1
ST7
ST6
ST5
ST4
ST3
ST2
ST1
ST6
ST5
ST4
ST3
ST2
ST1
13-05-00
13-05-00
13-05-00
26-10-00
26-10-007-0810-08-04Scale = 1:66.5
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.15 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.38 Horiz(TL)0.02 17 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 149 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
WEDGE Left: 2x4 SPF No.2
Right: 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
WEBS T-Brace:2x4 SPF No.2 - 9-25,
8-26, 10-24
Fasten (2X) T and I braces to narrow edge
of web with 10d (0.131"x3") nails, 6ino.c.,with 3in minimum end distance. Brace must cover 90% of web length.
REACTIONS All bearings 26-10-00.
(lb) -Max Horiz 1=-461 (LC 8), 32=-461 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s)
17, 18, 38 except 1=-356 (LC 10),
19=-310 (LC 13), 20=-152 (LC 13),
21=-189 (LC 13), 22=-197 (LC 13),
24=-158 (LC 13), 25=-146 (LC 11),
26=-172 (LC 12), 27=-193 (LC 12),
28=-181 (LC 12), 29=-188 (LC 12),
30=-171 (LC 12), 31=-279 (LC 12),
32=-356 (LC 10)
Max Grav All reactions 250 (lb) or less at joint
(s) 17, 20, 21, 28, 29, 30, 38 except
1=392 (LC 9), 18=275 (LC 1),
19=269 (LC 22), 22=266 (LC 19),
24=342 (LC 19), 25=650 (LC 13),
26=342 (LC 18), 27=266 (LC 18),
31=319 (LC 21), 32=392 (LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-521/516, 2-3=-430/448, 3-4=-386/418,4-5=-347/424, 5-6=-309/488, 6-7=-297/498,7-8=-399/583, 8-9=-493/639, 9-10=-493/615,
10-11=-399/496, 11-12=-266/358,
12-13=-288/348
BOT CHORD 1-31=-252/261
WEBS 9-25=-629/412, 8-26=-301/192,
10-24=-302/177, 15-19=-248/261
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Corner (3) 0-0-0 to 3-0-0, Exterior (2) 3-0-0 to
10-5-0, Corner (3) 10-5-0 to 16-5-0, Exterior (2) 16-5-0
to 23-10-0, Corner (3) 23-10-0 to 26-10-0 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2) Truss designed for wind loads in the plane of the truss
only. For studs exposed to wind (normal to the face),
see Standard Industry Gable End Details as applicable,
or consult qualified building designer as per ANSI/TPI 1.3)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
4)Unbalanced snow loads have been considered for this
design.
5)All plates are 2x4 MT20 unless otherwise indicated.
6)Gable requires continuous bottom chord bearing.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
9)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
10)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 lb uplift atjoint(s) 18 except (jt=lb) 1=355, 25=145, 26=172,27=192, 28=181, 29=187, 30=171, 31=278, 24=158,
22=196, 21=188, 20=152, 19=310, 1=355.
11)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
12)Warning: Additional permanent and stability bracing for
truss system (not part of this component design) is
always required.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
T06GE Common Supported Gable 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:RUUi4PgKsNTxCMi7hUIJbqzvmqv-Hlh_3nfaPTU5eXC1AYqc_zhLnjEvE9mGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4 =4x4
=2x4 =3x4
1 3
4
9 10
2
T1 T1
B1
ST1
4-10
8-00-04
3-07-08
7-07-10
4-00-02
4-00-02
8-00-043-00-060-042-08-10Scale = 1:31.3
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.25 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.10 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight: 22 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
8-0-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS (size)1=8-00-04, (min. 1-08), 3=8-00-04,(min. 1-08), 4=8-00-04, (min. 1-08)
Max Horiz 1=-130 (LC 8)
Max Uplift 1=-17 (LC 19), 3=-29 (LC 8),4=-345 (LC 12)
Max Grav 1=84 (LC 18), 3=84 (LC 19), 4=796
(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-9=-195/287, 2-9=-183/344, 2-10=-183/344,3-10=-195/286
BOT CHORD 1-4=-335/283, 3-4=-335/283
WEBS 2-4=-601/402
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 17 lb uplift at joint1, 29 lb uplift at joint 3 and 345 lb uplift at joint 4.
8)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
V01 Valley 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:l?dm5JP1BJUesK8ca0Msu_zvmog-Hlh_3nfaPTU5eXC1AYqc_zhJvjDLED7GFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=2x4
=3x4
=2x4
1 3
2
T1 T1
B1
4-10
4-00-04
1-07-08
3-07-10
2-00-02
2-00-02
4-00-041-06-060-041-02-10Scale = 1:29.3
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.12 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.00 3 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight: 9 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
4-0-4 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
REACTIONS (size)1=4-00-04, (min. 1-08), 3=4-00-04,
(min. 1-08)
Max Horiz 1=-62 (LC 8)
Max Uplift 1=-81 (LC 12), 3=-81 (LC 13)
Max Grav 1=221 (LC 1), 3=221 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-2=-313/159
BOT CHORD 1-3=-110/253
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 81 lb uplift at joint
1 and 81 lb uplift at joint 3.
8)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
V02 Valley 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:dmsGxgSYFY_4LxRNpsQo3qzvmoc-Hlh_3nfaPTU5eXC1AYqc_zhL6jFOEEhGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4 =2x4 =2x4
=4x4
=2x4 =2x4 =2x4
=3x4
1 5
8 7 6
42
1613
14 15
3
T1 T1
B1
ST2
ST1 ST1
4-10
13-09-07
6-06-02
13-04-13
6-10-11
6-10-11
13-09-075-02-040-044-10-09Scale = 1:41.5
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.10 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.13 Horiz(TL)0.00 5 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 43 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS All bearings 13-09-07.
(lb) -Max Horiz 1=-229 (LC 8)
Max Uplift All uplift 100 (lb) or less at joint(s)1, 5, 7 except 6=-361 (LC 13),8=-366 (LC 12)
Max Grav All reactions 250 (lb) or less at joint
(s) 1, 5 except 6=496 (LC 22),
7=386 (LC 1), 8=501 (LC 21)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
WEBS 3-7=-308/48, 2-8=-423/396, 4-6=-423/393
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)
Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.
II; Exp D; Enclosed; MWFRS (envelope) exterior zone
and C-C Exterior (2) 0-0-5 to 2-11-1, Interior (1) 2-11-1
to 3-11-1, Exterior (2) 3-11-1 to 9-11-1, Interior (1) 9-11-1
to 10-9-12, Exterior (2) 10-9-12 to 13-9-12 zone;
cantilever left and right exposed ; end vertical left and
right exposed;C-C for members and forces & MWFRS
for reactions shown; Lumber DOL=1.60 plate grip
DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);
Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psf
on the bottom chord in all areas where a rectangle
3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5, 7 except (jt=lb) 8=365, 6=361.
8)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
V03 Valley 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:w6nwP4Xxbht4g0Tjjq2RrIzvmoV-Hlh_3nfaPTU5eXC1AYqc_zhJvjFhECgGFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=4x4
=4x6
=2x4 =4x4
1 3
4
109
2
T1 T1
B1
ST1
4-10
9-09-07
4-06-02
9-04-13
4-10-11
4-10-11
9-09-073-08-040-043-04-09Scale = 1:34.4
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.32 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.17 Horiz(TL)0.01 3 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MS
BCDL 10.0 Weight: 27 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
9-9-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 ocbracing.
REACTIONS (size)1=9-09-07, (min. 1-11), 3=9-09-07,(min. 1-11), 4=9-09-07, (min. 1-11)
Max Horiz 1=-161 (LC 8)
Max Uplift 1=-34 (LC 19), 3=-37 (LC 10),4=-435 (LC 12)
Max Grav 1=91 (LC 18), 3=91 (LC 19),
4=1003 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250
(lb) or less except when shown.
TOP CHORD 1-9=-236/357, 2-9=-221/457, 2-10=-221/457,3-10=-236/357
BOT CHORD 1-4=-398/322, 3-4=-398/322
WEBS 2-4=-799/530
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 34 lb uplift at joint1, 37 lb uplift at joint 3 and 435 lb uplift at joint 4.
8)This truss is designed in accordance with the 2015International Residential Code sections R502.11.1 andR802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
V04 Valley 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:ot1RERaRfwNW9enUyg7N?8zvmoR-Hlh_3nfaPTU5eXC1AYqc_zhIVjCGEC1GFUtMjZzlI3b
This design is based upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component
is responsibility of the Building Designer. Building Designer shall verify all design information on this sheet for conformance with conditions and requirements of the specific building and governing
codes and ordinances. Building Designer accepts responsibility for the correctness or accuracy of the design information as it may relate to a specific building. Certification is valid only when truss is
fabricated by a UFPI plant. Bracing shown is for lateral support of truss members only and does not replace erection and permanent bracing. Refer to Building Component Safety Information (BCSI)
for general guidance regarding storage, erection and bracing available from SBCA and Truss Plate Institute.
02/14/2022
912
=3x4 =3x4
=3x4
1 3
8 9
2
T1 T1
B1
4-10
5-09-07
2-06-02
5-04-13
2-10-11
2-10-11
5-09-072-02-040-041-10-09Scale = 1:30
Loading (psf)Spacing 2-00-00 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL 35.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL)n/a -n/a 999 MT20 197/144
(Roof Snow = 35.0)Lumber DOL 1.15 BC 0.23 Vert(TL)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.00 Horiz(TL)0.01 3 n/a n/a
BCLL 0.0*Code IRC2015/TPI2014 Matrix-MP
BCDL 10.0 Weight: 14 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-9-7 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 ocbracing.
REACTIONS (size)1=5-09-07, (min. 1-08), 3=5-09-07,
(min. 1-08)
Max Horiz 1=-92 (LC 10)
Max Uplift 1=-116 (LC 12), 3=-116 (LC 13)
Max Grav 1=318 (LC 1), 3=318 (LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown.
TOP CHORD 1-8=-469/235, 3-9=-263/141
BOT CHORD 1-3=-170/383
NOTES
1)Wind: ASCE 7-10; Vult=140mph (3-second gust)Vasd=111mph; TCDL=5.0psf; BCDL=5.0psf; h=24ft; Cat.II; Exp D; Enclosed; MWFRS (envelope) exterior zoneand C-C Exterior (2) zone; cantilever left and rightexposed ; end vertical left and right exposed;C-C formembers and forces & MWFRS for reactions shown;
Lumber DOL=1.60 plate grip DOL=1.60
2)TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow);Category II; Exp D; Partially Exp.; Ct=1.10
3)Unbalanced snow loads have been considered for this
design.
4)Gable requires continuous bottom chord bearing.
5)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
6)* This truss has been designed for a live load of 20.0psfon the bottom chord in all areas where a rectangle3-06-00 tall by 2-00-00 wide will fit between the bottom
chord and any other members.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 116 lb uplift at joint
1 and 116 lb uplift at joint 3.
8)This truss is designed in accordance with the 2015
International Residential Code sections R502.11.1 and
R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss Truss Type Qty Ply 52 Wilfin Road - S. Yarmouth, MA
V05 Valley 1 122010994JR Job Reference (optional)
UFP Site Built, LLC, UFP SE Engineering Run: 8.51 S Oct 22 2021 Print: 8.510 S Oct 22 2021 MiTek Industries, Inc. Mon Feb 14 08:24:40 Page: 1
ID:hfGx4pdyj9tyeF5FBWCJ9_zvmoN-Hlh_3nfaPTU5eXC1AYqc_zhJ4jDfEEhGFUtMjZzlI3b
02/14/2022