HomeMy WebLinkAboutTRUSS SPECS - 08-00192 - 118 N 1st E - New Roofvss Truss Type Qty Ply Fron Bell
1 SCISSORS 24 1
ID 83402 Refare
-2-0-0 7-5-8 14-5-0 21 4-8
2 0-0 7.5-8 8-11-8
- 5x5 M1120=
D.
7-5-8 2-0.0
-
0-3.14
7-1-10
6-11.8
V
6-11.8 7-2-4 0-3-4
Plate Offsets (X Y): (8'0-3-2 Edge] (F:0-3-2
Edgel
LOADING (psf)
TCLL 35.0
SPACING
Plates Increase
2-0-0
1.15
CSI
TC
DEFL in
(loc) I/deft L/d
PLATES GRIP
TCDL 7.0
Lumber Increase
1.15
0.75
BC 0.74
Vert(LL) -0.15
H-1 >999 360
MII20 197/144
BCLL 0.0
Rep Stress lncr
YES
WB 0.91
Vert(TL) -0.26
Horz(TL) 0.15
I -J >999 240
F n/a
BCDL 7.0
Code IRC2006fTP12002
(Matrix)
Wind(LL) 0.08
n/a
I -J >999 240
Weight: 142 Ib
LUMBER
TOP CHORD 2 X 6 DF 1800E 1.6E
BRACING
BOT CHORD 2 X 4 SPF 1650E 1.5E
TOP CHORD
Structural wood sheathing directly applied or 5-3-11 oc purlins.
WEBS 2 X 4 SPF Stud/Std
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (Ib/size) 8=1586/0-5-8, F=1586/0-5-8
Max Horz B=-124(LC 6)
Max UpliftB=-416(LC 5), F=-416(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A -B=0/69, B -C=-2754/527, C -D=-1940/396, D -E=-1940/416, E -F=-2754/503, F -G=0/69
aIE
CHORD B -J=-446/2313, I -J=-446/2313, H -1= -317/2313,.F -H=-317/2313 , — ' --• -
D -I=-162/1015, C -J=0/245, E -H=0/245, C -I=-799/282, E -I=-799%285 D
NOTES
1) Unbalanced roof live loads have been considered for this design. jtJ
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category Il; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.3
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ' `PIR `- 2 2OOO
4) Bearing at joint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to,grain formula. Building' designer should verify capacity of bearing surface.1 x
5) Provide mechanical connection (by other's) of truss to bearing plate capable of withstanding 416 Ib uplift at joint B and 416 Ib uplift at joint F.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard C I e gi O F EB U1 r
0800192
118 N 1st E -New Roof
04055-08
SCISSORS 24
D 83402
.2-0-0 7-5-6 14-5-0 21-4-8
2-0-0 7-5-8 6-11-8 6-11-8
5.6 MII20=
D
1
7.030 s Jan 3 2UUb MI I eK Inau
8-10.0 30-10-
7-5-8 2-0-0
WEBS 2 X 4 SPF Stud/Std
REACTIONS (Ib/size) B=158610 -5-8,F=1586/0-5-8
Max Horz B=-124(LC 6)
Max UpliftB=-416(LC 5), F=-416(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A -B=0/69, B -C=-2754/527, C -D=-1940/396, D -E=-1940/416, E -F=-2754/503, F -G=0/69
CHORD B -J=-446/2313, I -J=-446/2313, H-1=-317/2313, F -H=-317/2313
;S D -I=-162/1015, C -J=0/245, E -H=0/245, C -I=-799/282, E -I=-799/285 (" / `w
NOTES
1) Unbalanced roof live loads have been considered for this design. pp ' I
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.3 APR
i 2 2 I
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, + 1 �"Ou � - �,,
4) Bearing at joint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 Ib uplift at joint B and 416 Ib uplift at joint F.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. t/ �➢
LOADCASE(S) Standard ��� �+F RE g
0800192
118 N 1 st E -New Roof
0-3-14
7-1.10
6-11-8
6-11-8 7-2-4 0-3-4
Plate Offsets X,Y : [ :0 3 2 Edge] [F-0 3 2 Edgel
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) 1/def! Ltd
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.75
Vert(LL) -0.15
H-1 >999 360
M1120 197/144
TCDL 7.0
Lumber Increase
1.15
BC 0.74
Vert(TL) -0.26
I -J >999 240
8CLL 0.0
Rep Stress Incr
YES
WB 0.91
Horz(TL) 0.15
F n/a n/a
BCDL 7.0
Code IRC2006/TPI2002
(Matrix)
Wind(LL) 0.08
I -J >999 240
Weight: 142 Ib
LUMBER
BRACING
TOP CHORD 2 X 6 DF 180OF 1.6E
TOP CHORD
Structural wood sheathing directly applied or 5-3-11 oc purlins.
BOT CHORD 2 X 4 SPF 165OF 1 5E
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 SPF Stud/Std
REACTIONS (Ib/size) B=158610 -5-8,F=1586/0-5-8
Max Horz B=-124(LC 6)
Max UpliftB=-416(LC 5), F=-416(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD A -B=0/69, B -C=-2754/527, C -D=-1940/396, D -E=-1940/416, E -F=-2754/503, F -G=0/69
CHORD B -J=-446/2313, I -J=-446/2313, H-1=-317/2313, F -H=-317/2313
;S D -I=-162/1015, C -J=0/245, E -H=0/245, C -I=-799/282, E -I=-799/285 (" / `w
NOTES
1) Unbalanced roof live loads have been considered for this design. pp ' I
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.2psf; BCDL=4.2psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.3 APR
i 2 2 I
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, + 1 �"Ou � - �,,
4) Bearing at joint(s) B, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. I
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 Ib uplift at joint B and 416 Ib uplift at joint F.
6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. t/ �➢
LOADCASE(S) Standard ��� �+F RE g
0800192
118 N 1 st E -New Roof