HomeMy WebLinkAboutWave Building Q15316 RF Truss DESIGN DRAWINGS 04042022312
=4x4 =1.5x4
=3x4
=3x6
=5x5 =4x6
7
6
1
2 3 11
4
5
T2
T1
W3
B1
W1 W2
1-4-8
15-10-8
7-1-15
14-6-0
7-4-1
7-4-1
0-1-8
14-6-0
7-0-7
14-4-8
7-4-1
7-4-1
0-5-11 4-1-34-5-5Scale = 1:38.5
Plate Offsets (X, Y): [4:0-3-0,0-1-12], [6:0-2-8,0-2-12]
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 0.74 Vert(LL)-0.11 7-10 >999 360 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.78 Vert(CT)-0.22 7-10 >799 240
TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(CT)0.04 6 n/a n/a
BCLL 10.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 15.0 Weight: 49 lb FT = 20%
LUMBER
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2
BRACINGTOP CHORD Structural wood sheathing directly applied or
3-6-9 oc purlins, except end verticals.
BOT CHORD Rigid ceiling directly applied or 6-2-15 oc
bracing.
WEBS 1 Row at midpt 2-6
MiTek recommends that Stabilizers and
required cross bracing be installed during
truss erection, in accordance with Stabilizer
Installation guide.
REACTIONS (lb/size)1=783/0-7-4, (min. 0-1-8),
6=918/0-5-12, (min. 0-1-12)
Max Horiz 1=508 (LC 19)
Max Uplift 1=-198 (LC 19), 6=-425 (LC 19)
Max Grav 1=857 (LC 28), 6=1110 (LC 28)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.
TOP CHORD 1-2=-1849/617, 2-3=-270/148,
3-11=-267/148, 4-11=-258/166, 4-6=-489/291
BOT CHORD 1-7=-840/2027, 6-7=-840/2027
WEBS 2-7=0/393, 2-6=-1950/658
NOTES
1)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=6.0psf; BCDL=6.0psf; h=16ft;
B=26ft; L=26ft; eave=4ft; Cat. II; Exp C; Open; MWFRS
(directional) and C-C Corner (3) 0-0-0 to 3-0-0, Exterior
(2) 3-0-0 to 15-10-8 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
2)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
3)Unbalanced snow loads have been considered for this design.
4)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.
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 20.0psf
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 = 15.0psf.
7)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 198 lb uplift at joint 1 and 425 lb uplift at joint 6.
8)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 -Wave Bldg
Q15316 M01 130Monopitch 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 16:30:33 Page: 1
ID:m?VCb2hWVIFvXPkUeBBvqszU3Gk-WFPwhcUjxaocD6aU8Td9mHhbtGTASlKHwY1EtTzU2yK
312
=3x4
=3x6 =3x3
=2x4171615141312
11
1
2
3
4 5 21 6
7
8 9
10
T2
T1
W1
B1
ST3
ST2
ST1
ST4
ST5
ST6
1-4-8
15-10-8
14-6-0
14-6-0
14-6-0
0-5-11 4-1-34-5-5Scale = 1:34.3
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 0.29 Vert(LL)n/a -n/a 999 MT20 197/144
Snow (Pf)30.0 Lumber DOL 1.15 BC 0.13 Vert(CT)n/a -n/a 999
TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT)0.00 11 n/a n/a
BCLL 10.0*Code IBC2015/TPI2014 Matrix-MSH
BCDL 15.0 Weight: 53 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 6-0-0 oc purlins, except end verticals.
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 14-4-8.
(lb) -Max Horiz 1=508 (LC 19), 18=508 (LC 19)
Max Uplift All uplift 100 (lb) or less at joint(s)
1, 12, 13, 14, 15, 16, 18 except
11=-183 (LC 19), 17=-180 (LC 19)
Max Grav All reactions 250 (lb) or less at joint(s) 1, 12, 14, 16, 18 except 11=358 (LC 8), 13=288 (LC 9), 15=278 (LC 28), 17=453 (LC 28)
FORCES (lb) -Max. Comp./Max. Ten. -All forces 250
(lb) or less except when shown.
TOP CHORD 1-2=-437/302, 2-3=-388/263, 3-4=-362/248, 4-5=-328/219, 5-21=-325/221, 6-21=-323/224, 6-7=-296/203, 7-8=-264/180,
9-11=-354/178
BOT CHORD 1-17=-307/226
WEBS 2-17=-308/173
NOTES
1)Wind: ASCE 7-10; Vult=142mph (3-second gust)
Vasd=112mph; TCDL=6.0psf; 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
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; 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=1.204)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)All plates are 1.5x4 MT20 unless otherwise indicated.
7)Gable studs spaced at 2-0-0 oc.
8)This truss has been designed for a 10.0 psf bottom
chord 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, with BCDL = 15.0psf.
10)Provide mechanical connection (by others) of truss to
bearing plate capable of withstanding 100 lb uplift at joint
(s) 1, 15, 16, 14, 13, 12, 1 except (jt=lb) 11=182, 17=180.
11)Non Standard bearing condition. Review required.
12)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 -Wave Bldg
Q15316 M01GE 12Monopitch 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 16:30:33 Page: 1
ID:r27HHgWExiHU9cnV_OPJSizU3EN-WFPwhcUjxaocD6aU8Td9mHhizGePSsHHwY1EtTzU2yK