HomeMy WebLinkAboutTrusses.pdfJob
7110
Truss
A
Truss Type
SCISSORS
Qty
12
Ply
1
LOUGH GUEST HOUSE
Job Reference (optional)
TRUSFAB,
INC., New Castle, CO 81647 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Sep 10 17:09:37 2014
ID:IdOsnobhxoPP_JbrX3nUWoynxvB-s_OwoGgpX14ALyITr��e4yFTYpj9F7NfExOyeyXC
2-0-6 0 0 6-4-9 12-0-0 17-7-7 24-0-0 6-0-0
1
Page 1
= 1:53.0
m
v
2-0-0
g
0-0-0
6-4-9
5x6
3x6
C„
3x10
6-4-9
8.00
M
Jr'e
f
L
2x4
5.00
5-7-7
5x8
1 5-7-7
I I
E
F
Kiiiii�q
7x8
J
2x4
17-7-7
1
6-4-9 2-0-0 I
Scale
1.
II H o
l to
3x10
0-0-0
24-0-0
12
:%/15x
11
12
12-0-0
6-4-9 l 5-7-7 1 5-7-7 1 6-4-9 1
Plate Offsets (X,Y): [13:0-1-10,0-0-3], [H:0-1-10,0-0-3],
K:0-4-4,0-3-8]
LOADING (psf)
TCLL 40.0
(Roof Snow=40.0)
TCDL 10.0
BCLL 0.0 *
BCDL 10.0
SPACING 2-0-0
Plates Increase 1.00
Lumber Increase 1.00
Rep Stress Incr YES
Code IRC2009/TP12007
CSI
TC 0.63
BC 0.46
WB 0.33
(Matrix)
DEFL in (loc) I/deft Ltd
Vert(LL) -0.21 K -L >999 360
Vert(TL) -0.37 K -L >754 180
Horz(TL) 0.40 H n/a n/a
Wind(LL) 0.06 K -L >999 240
PLATES GRIP
MT20 169/123
Weight: 147 Ib FT = 20%
LUMBER BRACING
TOP CHORD 2 X 6 DF 2100E 1.8E TOP CHORD
BOT CHORD 2 X 6 DF 2100F 1.8E
WEBS 2 X 4 SPF 2100F 1.8E *Except* BOT CHORD
W3: 2 X 4 W W Stud
REACTIONS (Ib/size) B=1648/0-5-8 (min. 0-1-9), H=1648/0-5-8 (min. 0-1-9)
Max Horz B=187(LC 8)
Max UpliftB=-243(LC 9), H=-243(LC 9)
Max Gray B=1662(LC 2), H=1662(LC 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A -B=0/190, B -C=-4246/190, C -M=-3123/24, D -M=-3049/24, D -E=-2969/52, E -F=-2969/52,
, G -N=-3123/24, G -H=-4246/190, H -I=0/190
BOT CHORD B -L=-11/3564, K -L=-18/3589, J -K=-18/3589, H -J=-11/3564
WEBS E -K=0/2725, C -L=0/234, G -J=0/234, C -K=-980/246, G -K=-980/246
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat.
MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber
grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow Toads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof
overhangs non -concurrent with other live Toads.
5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other
6) * This truss has been designed for a live Toad of 20.Opsf on the bottom chord in all areas where
2-0-0 wide will fit between the bottom chord and any other members.
7) Bearing at joint(s)13, H considers parallel to grain value using ANSI/TPI 1 angle to grain formula.
should verify capacity of bearing surface.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding
243 Ib uplift at joint H.
9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1
and referenced standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks including heels” Member end fixity model was used in the analysis
1 An rAQt,er Q+ -,..d...4
Structural wood sheathing directly applied or 4-6-3 oc
purlins.
Rigid ceiling directly applied or 10-0-0 oc bracing.
MiTek recommends that Stabilizers and required
cross bracing be installed during truss erection, in
accordance with Stabilizer Installation guide.
F -N=-3049/24
II; Exp C; enclosed;
DOL=1.33 plate
load of 40.0 psf on
live Toads.
a rectangle 3-6-0 tall by
Building designer
243 Ib uplift at joint B and
and R802.10.2
and design of this truss.
Job
7110
Truss
Al
Truss Type
SCISSOR GIRDERS
Qty
2
Ply
1
LOUGH GUEST HOUSE
Job Reference (optional)
TRUSFAB, INC.,
New Castle, CO 81647 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Sep 10 17:09:40
ID:ktOsnobhxoPP_ brX3nUwbynxvB-kIFRedtKb wEgSW5PpiotIXISVr2
2-0-P-0 6-4-9 12-0-0 17-7-7 24-0-0 26-0-0
2014 Page 1
zS4AyeyX8
2-0-0 1 6-4-9 5-7-7 5-7-7 1 6-4-9 2-0-0
5x12 I I Scale = 1:57.4
4x12
8.00 112
i
4x12
3x6 i DVt
F 3x6 O
CMiii
G
L. 10x12 M18SHS II J
��
4
4 �2x4 I I 2x4 II b 1 o
•I
'
I4
o
6x16
5.00 12
6x16
4x10 \\ 4x10 1/
0-0-0 0-0-0
6-4-9 12-0-0 17-7-7 24-0-0
6-4-9 5-7-7 1 5-7-7 6-4-9
Plate Offsets (X,Y): [B:0-1-10,Edge], [B:0-2-10,1-7-3], [H:0-1-10,Edge], [H 0-2-10,1-7-3], [K:0-5-15,0-5-0]
LOADING (psf)
SPACING 4-0-0
CSI
DEFL in (loc) I/deft Ud
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.90
Vert(LL) -0.42 K -L >680 360
MT20 169/123
(Roof Snow=40.0)
Lumber Increase 1.00
BC 0.78
Vert(TL) -0.75 K -L >377 180
M18SHS 197/144
TCDL 10M
Rep Stress Incr NO
WB 0.66
Horz(TL) 0.79 H n/a n/a
BCLL OM
BCDL 10.0 *
Code IRC2009/TP12007
(Matrix)
Wind(LL) 0.12 K -L >999 240
Weight: 150 Ib FT = 20%
LUMBER BRACING
TOP CHORD 2 X 6 DF 2100F 1.8E TOP CHORD 2-0-0 oc purlins (2-6-11 max.)
BOT CHORD 2 X 6 DF 2100F 1.8E (Switched from sheeted: Spacing > 2-0-0).
WEBS 2 X 4 SPF 2100F 1.8E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
W3: 2 X 4 Ww Stud JOINTS 1 Brace at Jt(s): E
WEDGE
Left: 2 X 4 W W Stud, Right: 2 X 4 WW Stud
REACTIONS (Ib/size) B=3296/0-5-8 (min. 0-3-3), H=3296/0-5-8 (min. 0-3-3)
Max Horz B=373(LC 8)
Max UpliftB=-486(LC 9), H=-486(LC 9)
Max Gray B=3323(LC 2), H=3323(LC 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A -B=0/380, B -C=-8491/381, C -M=-6246/48, D -M=-6097/49, D -E=-5938/104, E -F=-5938/104,
F -N=-6097/49, G -N=-6246/48, G -H=-8491/381, H -I=0/380
BOT CHORD B -L=-23/7129, K -L=-37/7179, J -K=-37/7179, H -J=-23/7129
WEBS E -K=0/5450, C -L=0/469, G -J=0/469, C -K=-1959/492, G -K=-1959/492
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed;
MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1
3) Unbalanced snow Toads have been considered for this design.
4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 2.00 times flat roof load of 40.0 psf on
overhangs non -concurrent with other live loads.
5) All plates are MT20 plates unless otherwise indicated.
6) This truss has been designed for a 10.0 psf bottom chord live Toad 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 3-6-0 tall by
2-0-0 wide will fit between the bottom chord and any other members.
8) Bearing at joint(s) B, H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer
should verify capacity of bearing surface.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 486 Ib uplift at joint B and
486 Ib uplift at joint H.
10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2
and referenced
Continued on
standard ANSI/TPI 1.
page 2
Job
Truss
Truss Type
Qty
Ply
LOUGH GUEST HOUSE
7110
Al
SCISSOR GIRDERS
2
1
Job Reference (optional)
TRUSFAB, INC., New Castle, CO 01697 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Sep 10 17:09:41 2014 Page 2
ID:ktOsnobhxoPP JbrX3nUWoynxve-kIFRedtKbxhcgacEgsIV5PpiotIXISV2_zS49yeyXE
NOTES
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Design assumes 4x2 (fiat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard
Job
7110
Truss
A -GAB
Truss Type
2X6 DROP
Qty
2
Ply
1
LOUGH GUEST HOUSE
Job Reference (optional)
TRUSFAB, INC., New Castle,
CO 81647 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Sep 1017:09:44 2014 Page 1
xoPP_JbrX3nUWoyVB-9KxaGfvCts3Ah1 LpL?ICj2RNp4zuyo6HkYC6hUyeyX5
0-0-0 ID:ktOsnobhfX
12-0-0 24-0-0
12-0-0 ) 12-0-0
4x6 = Scale = 1:56.3
1.5x4 H G
�; 1.5x4 II
H
8.00112 1.5x4 II F
1.5x4 II
1.5x411
L411IiIh'k
Il M u?
.`..-• •lislia.,
`... '.
d•.•.•.•.•..-•-e-e.•.•.•.• •
o
3x4 �i X W V U T S R Q P 0 N 3x4
1.5x4 I I 1.5x4 11 5x6 = 1.5x4 I I 1.5x4 I I
1.5x4 H 1.5x4 I I 1.5x4 H 1.5x4 H 1.5x4 I I 1.5x4
0-0-0
24-0-0
24-0-0
Plate Offsets (X,Y): [S:0-3-0,0-3-0]
LOADING (psf)
SPACING 4-0-0
CSI
DEFL in (loc) 1/deg Lid
PLATES GRIP
TCLL 40.0
Plates Increase 1.00
TC 0.14
Vert(LL) n/a - n/a 999
MT20 169/123
(Roof Snow=40.0)
Lumber Increase 1.00
BC 0.03
Vert(TL) n/a - n/a 999
TCDL 10.0
Rep Stress lncr NO
WB 0.73
Horz(TL) 0.01 M n/a n/a
BCLL 0.0 ^
103 Ib FT = 20%
BCDL 10.0
Code IRC2009/TPI2007
(Matrix)
Weight:
LUMBER BRACING
TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD 2-0-0 oc purlins (6-0-0 max.)
BOT CHORD 2 X 4 SPF 2100F 1.8E (Switched from sheeted: Spacing > 2-0-0).
OTHERS 2 X 4 WW Stud `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
ST6: 2 X 4 SPF 2100F 1.8E JOINTS 1 Brace at Jt(s): G
REACTIONS (Ib/size) A=188/24-0-0 (min. 0-7-2), M=188/24-0-0 (min. 0-7-2), 5=394/24-0-0 (min. 0-7-2),
T=486/24-0-0 (min. 0-7-2), U=483/24-0-0 (min. 0-7-2), V=480/24-0-0 (min. 0-7-2),
W=478/24-0-0 (min. 0-7-2), X=494/24-0-0 (min. 0-7-2), R=486/24-0-0 (min. 0-7-2),
Q=483/24-0-0 (min. 0-7-2), P=480/24-0-0 (min. 0-7-2), 0=478/24-0-0 (min. 0-7-2),
N=494/24-0-0 (min. 0-7-2)
Max HorzA=-353(LC 7)
Max UpliftA=-104(LC 7), M=-33(LC 8), T=-97(LC 9), U=-116(LC 9), V=-108(LC 9), W=-109(LC 9),
X=-112(LC 9), R=-97(LC 9), Q=-116(LC 9), P=-108(LC 9), 0=-109(LC 9), N=-112(LC 9)
Max GravA=188(LC 1), M=188(LC 1), S=394(LC 1), T=709(LC 2), U=621(LC 2), V=480(LC 1), W=478(LC
1), X=494(LC 2), R=709(LC 3), Q=621(LC 3), P=480(LC 1), 0=478(LC 1), N=494(LC 3)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD A -B=-275/271, B -C=-244/234, C -D=-209/196, D -Y=-174/148, E -Y=-154/159, E -F=-223/228,
F -G=-241/326, G -H=-241/326, H-1=-223/228, I -Z=-25/119, J -Z=-173/108, J -K=-173/67, K -L=-173/105,
L -M=-213/142
BOT CHORD A -X=-120/202, W -X=-120/202, V -W=-120/202, U -V=-120/202, T -U=-120/202, S -T=-120/202,
R -S=-120/202, Q -R=-120/202, P -Q=-120/202, 0-P=-120/202, N-0=-120/202, M -N=-120/202
WEBS G -S=-314/39, F -T=-629/137, E -U=-541/156, D -V=-399/148, C -W=-401/150, B -X=-401/147,
H -R=-629/137, I -Q=-541/156, J -P=-399/148, K-0=-401/150, L -N=-401/147
NOTES
1) Wind: ASCE 7-05; 90mph; TCDL=5.0psf; BCDL=5.Opsf; h=25(1; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; enclosed;
MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate
grip DOL=1.33
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 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1
4) Unbalanced snow loads have been considered for this design.
5) Gable requires continuous bottom chord bearing.
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.
Continued on page 2
Job (Truss
7110 A -GAB
Truss Type
2X6 DROP
Qh
2
Ply
1
LOUGH GUEST HOUSE
Job Reference (optional)
TRUSFAB, INC., New Castle, CO 81647 7.250 s Aug 25 2011 MiTek Industries, Inc. Wed Sep 10 17:09:44 2014 Page 2
ID:ktOsnobhxoPP JbrX3nUWoynxvB-9KxaGNCts3Ah1 LpL?ICi2RNp4zuyo6HkyC6hUyeyXE
NOTES
8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 104 Ib uplift at joint A, 33 Ib uplift at joint M, 97 Ib uplift at joint
T, 116 Ib uplift at joint U, 108 Ib uplift at joint V, 109 Ib uplift at joint W, 112 Ib uplift at joint X, 97 Ib uplift at joint R, 116 Ib uplift at joint Q, 108 Ib uplift at
joint P, 109 Ib uplift at joint 0 and 112 Ib uplift at joint N.
10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard
ANSI/TPI 1.
11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails.
LOAD CASE(S) Standard