HomeMy WebLinkAboutRestroom Q15315 RF Truss DESIGN DRAWINGS 040420224.512
=4x10
=4x4
=1.5x4
=3x4 =4x6
=3x6
=3x4 =1.5x4
=4x4
=4x10
91
12 11 10
2 8
73
4 62221
5
T1 T1
B1 B2
W2
W1
W2
W1
HW1 HW1
1-4-8
24-10-8
1-4-8
-1-4-8
5-8-12
17-5-12
5-8-12
11-9-0
6-0-4
23-6-0
6-0-4
6-0-4
6-10-6
15-2-3
8-3-13
23-6-0
8-3-13
8-3-135-2-130-9-95-2-7Scale = 1:46.7
Plate Offsets (X, Y): [2:0-5-13,Edge], [8:0-5-13,Edge]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-0.16 10-12 >999 360 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.70 Vert(CT)-0.24 10-12 >999 240
TCDL 5.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.06 8 n/a n/a
BCLL 5.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 89 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
SLIDER Left 2x6 SPF 1650F 1.5E --2-6-0, Right 2x6
SPF 1650F 1.5E --2-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-8-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-8-11 oc
bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)2=1154/0-5-8, (min. 0-2-0), 8=1154/0-5-8, (min. 0-2-0)
Max Horiz 2=214 (LC 16)
Max Uplift 2=-505 (LC 19), 8=-505 (LC 15)
Max Grav 2=1263 (LC 28), 8=1263 (LC 32)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-639/30, 3-4=-2073/851,
4-21=-1868/750, 5-21=-1813/762,
5-22=-1813/762, 6-22=-1868/750,
6-7=-2073/851, 7-8=-583/29BOT CHORD 2-12=-760/1940, 11-12=-409/1328, 10-11=-409/1328, 8-10=-682/1853
WEBS 5-10=-227/568, 6-10=-447/368,
5-12=-226/568, 4-12=-447/367
NOTES
1)Unbalanced roof live loads have been considered for this
design.
2)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=3.0psf; BCDL=6.0psf; h=16ft;
B=26ft; L=26ft; eave=4ft; Cat. II; Exp C; Open; MWFRS
(directional) and C-C Corner (3) -1-4-8 to 1-7-8, Exterior (2) 1-7-8 to 11-9-0, Corner (3) 11-9-0 to 14-9-0, Exterior (2) 14-9-0 to 24-10-8 zone; 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
3)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C;
Partially Exp.; Ct=1.20
4)Unbalanced snow loads have been considered for this
design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads.
6)Dead loads shown include weight of truss. Top chord
dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load.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, with BCDL = 10.0psf.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 505 lb uplift at joint 2 and 505 lb uplift at joint 8.
10)This truss is designed in accordance with the 2015
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Cape Cod Inflatable Park -Restroom
Q15315 A01 11Common Job Reference (optional)
Stark Truss Company, Inc., North Kingstown, RI 02852 Run: 8.53 S Jan 25 2022 Print: 8.530 S Jan 25 2022 MiTek Industries, Inc. Mon Apr 04 15:22:47 Page: 1
ID:PIHXtJL_QzUBmSLoDjqHNqzU4Zo-a0joKIHGUIWWQFl1yXggzrIkaEnBnvApyz5498zU3xs
4.512
=4x8
=4x4
=3x4
=3x4 =3x8 =4x8
=3x8
=4x6
=3x4
=3x4
=4x4
=4x8
151
25 24 23 22 21 2019 18 17 16
2 14
2927
133
124
26 28
5 113839106
97
8
T1 T1
B1 B2
W2
W1
W2
W1
ST6
ST4
ST5
ST3
ST2
ST1
ST4
ST5
ST3
ST2
ST1HW1 HW1
1-4-8
24-10-8
1-4-8
-1-4-8
5-8-12
17-5-12
5-8-12
11-9-0
6-0-4
23-6-0
6-0-4
6-0-4
6-10-6
15-2-3
8-3-13
23-6-0
8-3-13
8-3-135-2-130-9-95-2-7Scale = 1:46.9
Plate Offsets (X, Y): [2:0-4-13,0-0-3], [14:0-4-13,0-0-3], [19:0-3-0,0-1-4]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL)-0.11 22 >999 360 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.63 Vert(CT)-0.17 22 >999 240
TCDL 5.0 Rep Stress Incr YES WB 0.24 Horz(CT)0.05 14 n/a n/a
BCLL 5.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 117 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
SLIDER Left 2x6 SPF 1650F 1.5E --2-6-0, Right 2x6
SPF 1650F 1.5E --2-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-11-8 oc
bracing.
JOINTS 1 Brace at Jt(s): 26, 28
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)2=1154/0-5-8, (min. 0-2-0),
14=1154/0-5-8, (min. 0-2-0)
Max Horiz 2=-213 (LC 12)
Max Uplift 2=-504 (LC 19), 14=-506 (LC 15)
Max Grav 2=1262 (LC 28), 14=1264 (LC 44)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-3=-554/198, 3-4=-2035/791,
4-5=-1994/815, 5-38=-1859/767,
6-38=-1841/770, 6-7=-1880/809,
7-8=-1883/849, 8-9=-1869/843,
9-10=-1879/808, 10-39=-1840/770,
11-39=-1859/767, 11-12=-1994/815,
12-13=-2035/791, 13-14=-487/195
BOT CHORD 2-25=-711/1891, 24-25=-711/1891,
23-24=-711/1889, 22-23=-401/1339,
21-22=-401/1339, 20-21=-402/1342,
19-20=-402/1342, 18-19=-402/1342,
17-18=-639/1808, 16-17=-637/1808,
14-16=-637/1808
WEBS 8-28=-330/618, 18-28=-323/612,
18-29=-408/283, 11-29=-275/199,
23-26=-320/613, 8-26=-344/650,
5-27=-275/199, 23-27=-410/285
NOTES
1)Unbalanced roof live loads have been considered for this
design.
2)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=3.0psf; BCDL=6.0psf; h=16ft;
B=26ft; L=26ft; eave=4ft; Cat. II; Exp C; Open; MWFRS
(directional) and C-C Corner (3) -1-4-8 to 1-7-8, Exterior
(2) 1-7-8 to 11-8-2, Corner (3) 11-8-2 to 14-8-2, Exterior
(2) 14-8-2 to 24-10-8 zone; 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
3)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.
4)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C;
Partially Exp.; Ct=1.20
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads.
7)Dead loads shown include weight of truss. Top chord
dead load of 5.0 psf (or less) is not adequate for a
shingle roof. Architect to verify adequacy of top chord dead load.8)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 504 lb uplift at joint
2 and 506 lb uplift at joint 14.
13)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Cape Cod Inflatable Park -Restroom
Q15315 A01GE 11Common Structural Gable Job Reference (optional)
Stark Truss Company, Inc., North Kingstown, RI 02852 Run: 8.53 S Jan 25 2022 Print: 8.530 S Jan 25 2022 MiTek Industries, Inc. Mon Apr 04 15:22:47 Page: 1
ID:ulNKfTZGBUmdwDjFGV8V6dzU4ZW-a0joKIHGUIWWQFl1yXggzrIqWEoHnudpyz5498zU3xs
4.512
=4x10
=4x4
=1.5x4
=3x4 =4x6
=3x6
=3x4 =1.5x4
=4x4
=4x10
91
12 11 10
2 8
3 7
4 62221
5
T1 T1
B1 B2
W2
W1
W2
W1
HW1 HW1
1-4-8
24-10-8
1-4-8
-1-4-8
5-8-12
17-5-12
5-8-12
11-9-0
6-0-4
23-6-0
6-0-4
6-0-4
6-10-6
15-2-3
8-3-13
23-6-0
8-3-13
8-3-135-2-130-9-95-2-7Scale = 1:46.7
Plate Offsets (X, Y): [2:0-5-13,Edge], [8:0-5-13,Edge], [8:0-0-0,0-0-0]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL)-0.16 10-12 >999 360 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.70 Vert(CT)-0.24 10-12 >999 240
TCDL 5.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.06 8 n/a n/a
BCLL 5.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 89 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
SLIDER Left 2x6 SPF 1650F 1.5E --2-6-0, Right 2x6
SPF 1650F 1.5E --2-6-0
BRACING
TOP CHORD Structural wood sheathing directly applied or
2-8-6 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-8-11 oc
bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)2=1154/0-5-8, (min. 0-2-0), 8=1154/0-5-8, (min. 0-2-0)
Max Horiz 2=214 (LC 16)
Max Uplift 2=-505 (LC 19), 8=-505 (LC 15)
Max Grav 2=1263 (LC 28), 8=1263 (LC 32)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-639/29, 3-4=-2073/851,
4-21=-1868/750, 5-21=-1813/762,
5-22=-1813/762, 6-22=-1868/750,
6-7=-2073/851, 7-8=-583/29BOT CHORD 2-12=-760/1940, 11-12=-409/1328, 10-11=-409/1328, 8-10=-682/1853
WEBS 5-10=-227/568, 6-10=-447/368,
5-12=-226/568, 4-12=-447/367
NOTES
1)Unbalanced roof live loads have been considered for this
design.
2)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=3.0psf; BCDL=6.0psf; h=16ft;
B=26ft; L=26ft; eave=4ft; Cat. II; Exp C; Open; MWFRS
(directional) and C-C Corner (3) -1-4-8 to 1-7-8, Exterior (2) 1-7-8 to 11-9-0, Corner (3) 11-9-0 to 14-9-0, Exterior (2) 14-9-0 to 24-10-8 zone; 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
3)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C;
Partially Exp.; Ct=1.20
4)Unbalanced snow loads have been considered for this
design.
5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads.
6)Dead loads shown include weight of truss. Top chord
dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load.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, with BCDL = 10.0psf.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 505 lb uplift at joint 2 and 505 lb uplift at joint 8.
10)This truss is designed in accordance with the 2015
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Cape Cod Inflatable Park -Restroom
Q15315 A02 112Common Job Reference (optional)
Stark Truss Company, Inc., North Kingstown, RI 02852 Run: 8.53 S Jan 25 2022 Print: 8.530 S Jan 25 2022 MiTek Industries, Inc. Mon Apr 04 15:22:48 Page: 1
ID:71TbgA5E3iAXbqVWI1QaLhzU4Yr-2DHBXeIuFbeN1PKDWEBvW2qvKe7QWMQyAcrehazU3xr
4.512
=3x8
=5x5
=3x6
=4x6
=5x5
=3x8
171
30 29 28 27 26 25 24 23 2221 20 19 18
2 16
153
144
1354039126
117810
9
T1 T1
B1 B2
ST6 ST6ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST1HW1HW1
1-4-8
24-10-8
1-4-8
-1-4-8
11-9-0
23-6-0
11-9-0
11-9-0
23-6-05-2-130-9-95-2-72-0-0
Scale = 1:46.9
Plate Offsets (X, Y): [2:0-2-0,0-0-7], [3:0-2-8,0-2-4], [9:0-3-0,Edge], [15:0-2-8,0-2-4], [16:0-2-0,0-5-15], [21:0-3-0,0-1-4]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999
TCDL 5.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.01 16 n/a n/a
BCLL 5.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 102 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
OTHERS 2x4 SPF No.2
SLIDER Left 2x6 SPF 1650F 1.5E --1-9-6, Right 2x6
SPF 1650F 1.5E --1-9-6
BRACING
TOP CHORD Structural wood sheathing directly applied or
6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-0-0 oc
bracing.
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 23-6-0.
(lb) -Max Horiz 2=214 (LC 16), 31=214 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s) 2, 16, 25, 26, 31, 35 except 18=-116 (LC 15), 19=-115 (LC 15), 20=-110 (LC 15), 22=-116 (LC 15), 23=-111 (LC 15), 27=-116 (LC 19),
28=-110 (LC 19), 29=-115 (LC 19),
30=-133 (LC 19)
Max Grav All reactions 250 (lb) or less at joint(s) 18, 19, 20, 22, 23, 24, 25, 26, 27, 28, 29, 30 except 2=274 (LC 8), 16=274 (LC 8), 31=274 (LC 8), 35=274 (LC 8)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250
(lb) or less except when shown.
NOTES
1)Unbalanced roof live loads have been considered for this
design.
2)Wind: ASCE 7-10; Vult=142mph (3-second gust) Vasd=112mph; TCDL=3.0psf; BCDL=6.0psf; h=16ft; B=26ft; L=26ft; eave=2ft; Cat. II; Exp C; Open; MWFRS (directional) and C-C Corner (3) zone; 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
3)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.
4)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C;
Partially Exp.; Ct=1.20
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on
overhangs non-concurrent with other live loads.
7)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord
dead load.
8)All plates are 1.5x4 MT20 unless otherwise indicated.
9)Gable requires continuous bottom chord bearing.
10)Gable studs spaced at 2-0-0 oc.
11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
12)* 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.
13)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 25, 26, 16, 2, 16 except (jt=lb) 27=116, 28=109, 29=114, 30=132, 23=111, 22=116, 20=109, 19=114, 18=115.
14)This truss is designed in accordance with the 2015
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Cape Cod Inflatable Park -Restroom
Q15315 A02GE 12Common Supported Gable Job Reference (optional)
Stark Truss Company, Inc., North Kingstown, RI 02852 Run: 8.53 S Jan 25 2022 Print: 8.530 S Jan 25 2022 MiTek Industries, Inc. Mon Apr 04 15:22:48 Page: 1
ID:qy3NnbCWinR6nMGRt8bwlozU4Yh-2DHBXeIuFbeN1PKDWEBvW2q2leHkWO?yAcrehazU3xr
212
4.512
=4x6 =2x4
=4x6 =3x6
=6x8 =2x4
=3x6
=4x6
=3x8
=5x5
=5x5
=3x6
=5x5
=3x8
=4x6
=3x6 =2x4
=6x8
=3x6
=4x6
=2x4 =4x6
151
24 23 22 21 20 19 18 17 16
2 14
36311334125113235610343379
8
T2
T1
T3 T3
T2
T1
B1 B1B3B2
W7
W6
W3
W7
W6 W5 W4W5W3W4
W2W1 W8 W9
1-4-8
49-5-0
1-4-8
-1-4-8
3-5-3
24-0-4
3-5-3
27-5-7
4-0-13
35-6-8
4-0-13
16-6-13
4-0-4
31-5-11
4-0-4
20-7-1
5-11-3
12-6-0
6-2-11
41-9-3
6-3-5
48-0-8
6-6-13
6-6-13
5-11-3
12-6-0
6-2-11
41-9-3
6-3-5
48-0-8
6-6-13
6-6-13
7-1-14
27-7-3
7-11-5
35-6-8
7-11-5
20-5-55-2-150-5-133-11-03-11-01-3-75-2-7Scale = 1:84.4
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL)-0.08 24-27 >999 360 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.43 Vert(CT)-0.14 21-23 >999 240
TCDL 5.0 Rep Stress Incr YES WB 0.82 Horz(CT)0.03 14 n/a n/a
BCLL 5.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 176 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACING
TOP CHORD Structural wood sheathing directly applied or
5-1-14 oc purlins.
BOT CHORD Rigid ceiling directly applied or 9-1-1 oc
bracing.
WEBS 1 Row at midpt 3-23, 13-17
MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.
REACTIONS All bearings 0-4-8. except 17=0-5-8, 23=0-5-8
(lb) -Max Horiz 2=257 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s)
except 2=-272 (LC 19), 14=-282
(LC 15), 17=-840 (LC 15), 23=-846
(LC 19)
Max Grav All reactions 250 (lb) or less at joint
(s) except 2=563 (LC 28), 14=570
(LC 32), 17=2043 (LC 32),
23=2039 (LC 28)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 2-31=-836/333, 3-31=-769/336,
3-4=-497/1115, 4-5=-493/1163,
5-32=-457/1148, 6-32=-453/1151,
6-33=-1032/433, 7-33=-987/435,
7-8=-1142/532, 8-9=-1127/527,
9-34=-972/429, 10-34=-1017/427,
10-35=-426/1098, 11-35=-430/1095,
11-12=-468/1113, 12-13=-472/1086, 13-36=-784/372, 14-36=-847/369
BOT CHORD 2-24=-401/850, 23-24=-401/850,
22-23=-129/467, 21-22=-129/467,
20-21=-172/729, 19-20=-172/729,
18-19=-66/438, 17-18=-66/438,
16-17=-315/808, 14-16=-315/808
WEBS 8-19=-164/451, 9-19=-624/314,
11-17=-522/329, 8-21=-149/468, 7-21=-625/309, 10-19=-202/691, 10-17=-1824/804, 6-21=-189/669, 5-23=-492/311, 6-23=-1816/799, 3-23=-1879/859, 13-17=-1918/877
NOTES
1)Unbalanced roof live loads have been considered for this
design.
2)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=3.0psf; BCDL=6.0psf; h=16ft;
B=26ft; L=48ft; eave=6ft; Cat. II; Exp C; Open; MWFRS
(directional) and C-C Corner (3) -1-4-8 to 3-5-2, Exterior
(2) 3-5-2 to 24-0-4, Corner (3) 24-0-4 to 27-5-7, Exterior
(2) 27-5-7 to 49-5-0 zone; 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
3)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C;
Partially Exp.; Ct=1.20
4)Unbalanced snow loads have been considered for this
design.
5)This truss has been designed for greater of min roof live
load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads.
6)Dead loads shown include weight of truss. Top chord
dead load of 5.0 psf (or less) is not adequate for a
shingle roof. Architect to verify adequacy of top chord
dead load.
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, with BCDL = 10.0psf.
9)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 272 lb uplift at joint
2, 839 lb uplift at joint 17, 282 lb uplift at joint 14 and 846
lb uplift at joint 23.
10)This truss is designed in accordance with the 2015
International Building Code section 2306.1 and referenced standard ANSI/TPI 1.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Cape Cod Inflatable Park -Restroom
Q15315 B01 14Roof Special Job Reference (optional)
Stark Truss Company, Inc., North Kingstown, RI 02852 Run: 8.53 S Jan 25 2022 Print: 8.530 S Jan 25 2022 MiTek Industries, Inc. Mon Apr 04 15:22:48 Page: 1
ID:1hO5VEaO5Vg4rjP9?N7QqdzU4Ww-2DHBXeIuFbeN1PKDWEBvW2qwxeBdWCpyAcrehazU3xr
212
4.512
=4x6
=4x6 =3x6
=8x10
=3x6
=4x6
=3x8
=5x5
=5x5
=3x6
=5x5
=3x8
=4x6
=3x6
=8x10
=3x6
=4x6
=4x6
261
42 4140 39 38 37 36 35 34 33 32 31 30 29 28 27
2 25
5246
5347
3 24
5448
6461
5145
4 2354943
6 22721820919
44 50
10 181117121663621315
14
T2
T1
T3 T3
T2
T1
B1 B1B3B2
W7
W6
W3 W8 W9
W7
W6
W3W2W1
W5 W4W5W4
ST8
ST7ST6ST5ST4
ST3ST2ST1
ST8
ST7 ST6 ST9 ST10
ST11 ST1
1-4-8
49-5-0
1-4-8
-1-4-8
3-5-3
24-0-4
3-5-3
27-5-7
4-0-4
35-6-8
4-0-4
16-6-4
4-0-12
31-6-4
4-0-12
20-7-1
5-11-3
12-6-0
6-2-11
41-9-3
6-3-5
48-0-8
6-6-13
6-6-13
5-11-3
12-6-0
6-2-11
41-9-3
6-3-5
48-0-8
6-6-13
6-6-13
7-1-14
27-7-3
7-11-5
35-6-8
7-11-5
20-5-55-2-150-5-133-11-03-11-01-3-75-2-7Scale = 1:84.4
Plate Offsets (X, Y): [30:0-2-4,0-2-8], [38:0-4-8,0-2-8]
Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP
TCLL (roof)30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL)-0.11 42 >999 360 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.48 Vert(CT)-0.17 42-57 >918 240
TCDL 5.0 Rep Stress Incr YES WB 0.84 Horz(CT)0.03 25 n/a n/a
BCLL 5.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 10.0 Weight: 197 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 or
5-1-2 oc purlins.
BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing.
WEBS 1 Row at midpt 17-30, 11-38
JOINTS 1 Brace at Jt(s): 47,
53
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS All bearings 0-4-8. except 30=0-5-8, 38=0-5-8
(lb) -Max Horiz 2=257 (LC 16)
Max Uplift All uplift 100 (lb) or less at joint(s)
except 2=-277 (LC 19), 25=-287
(LC 15), 30=-832 (LC 15), 38=-840
(LC 19)
Max Grav All reactions 250 (lb) or less at joint
(s) except 2=575 (LC 28), 25=584
(LC 32), 30=2025 (LC 32),
38=2026 (LC 28)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250
(lb) or less except when shown.
TOP CHORD 2-3=-865/337, 3-61=-838/356,
4-61=-832/357, 4-5=-813/355,
5-6=-506/1161, 6-7=-486/1152,
7-8=-484/1166, 8-9=-460/1105,
9-10=-451/1121, 10-11=-443/1138,
11-12=-1044/448, 12-62=-1029/456,
13-62=-1015/458, 13-14=-1164/553,
14-15=-1152/548, 15-63=-1004/453,
16-63=-1018/452, 16-17=-1033/443,
17-18=-417/1080, 18-19=-424/1060,
19-20=-435/1047, 20-21=-457/1106,
21-22=-459/1091, 22-23=-482/1103, 23-64=-823/395, 24-64=-852/393, 24-25=-879/377
BOT CHORD 2-42=-413/885, 41-42=-413/885,
40-41=-413/885, 39-40=-413/885,
38-39=-413/885, 37-38=-121/487,
36-37=-121/487, 35-36=-121/487,
34-35=-183/751, 33-34=-183/751,
32-33=-54/464, 31-32=-54/464,
30-31=-54/464, 29-30=-327/841, 28-29=-327/841, 27-28=-327/841, 25-27=-327/841
WEBS 14-33=-175/463, 15-33=-591/302,
30-52=-2050/925, 52-53=-1957/891,
53-54=-1941/876, 23-54=-1954/891,
23-28=-73/259, 14-35=-158/475,
13-35=-593/296, 5-48=-1926/877,
47-48=-1907/858, 46-47=-1922/873,
38-46=-2027/913, 5-40=-77/306,
33-49=-220/662, 17-49=-249/709,
17-50=-1809/805, 50-51=-1827/774,
30-51=-1835/794, 11-43=-239/690,
35-43=-211/644, 38-45=-1830/788,
44-45=-1819/767, 11-44=-1798/797, 8-46=-393/150, 20-52=-378/137
NOTES
1)Unbalanced roof live loads have been considered for this
design.
2)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=3.0psf; BCDL=6.0psf; h=16ft;
B=26ft; L=48ft; eave=6ft; Cat. II; Exp C; Open; MWFRS
(directional) and C-C Corner (3) -1-4-8 to 3-5-2, Exterior
(2) 3-5-2 to 24-0-4, Corner (3) 24-0-4 to 27-5-7, Exterior
(2) 27-5-7 to 49-5-0 zone; 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
3)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.
4)TCLL: ASCE 7-10; Pr=30.0 psf (roof live load: Lumber
DOL=1.15 Plate DOL=1.15); Pf=30.0 psf (flat roof snow:
Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp C;
Partially Exp.; Ct=1.20
5)Unbalanced snow loads have been considered for this
design.
6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs non-concurrent with other live loads.
7)Dead loads shown include weight of truss. Top chord
dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load.8)All plates are 2x4 MT20 unless otherwise indicated.
9)Gable studs spaced at 2-0-0 oc.
10)This truss has been designed for a 10.0 psf bottom
chord live load nonconcurrent with any other live loads.
11)* 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.
12)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 276 lb uplift at joint
2, 831 lb uplift at joint 30, 839 lb uplift at joint 38 and 287
lb uplift at joint 25.
13)This truss is designed in accordance with the 2015
International Building Code section 2306.1 and
referenced standard ANSI/TPI 1.
LOAD CASE(S)Standard
Job Truss Truss Type Qty Ply Cape Cod Inflatable Park -Restroom
Q15315 B01GE 12Roof Special Structural Gable Job Reference (optional)
Stark Truss Company, Inc., North Kingstown, RI 02852 Run: 8.53 S Jan 25 2022 Print: 8.530 S Jan 25 2022 MiTek Industries, Inc. Mon Apr 04 15:22:49 Page: 1
ID:ICqTKhZKwOo1_hodzl2LLjzU4T3-WPrZl_JW0vmEfZuQ3yj82GN881W8Feo5PGaBE0zU3xq