HomeMy WebLinkAboutTRUSS SPECS - 08-00437 - 1118 Coyote Willow Way - New SFRFRANKLIN TRUSS
To: -
515 WEST MAIN ST
-
JEROME , ID 83338
FRANKLIN TRUS!
Phone: (208)324-8161 Fax: (208)324-6973
08 l�0437
ll l AM
Project: Black No:
Model: Lot No:
1 1 18 Covote Willow Way-Scholes
Deliver To:
KARTCHNER HOMES Salesperson:
Contact:
site:
office:
Name:
Phone:
HAMPTON C MODEL Ouote Number:
x:
IDAHO FALLS, ID
Tentative Delive Date:
Profile:
Qty:
Truss Id:
Span:
Truss Type:
pitch
LOH
ROH
Load By:
10 -15
1
Al
15-8-0
GABLE
6.00
1-4-0
1-4-0
68lbs. each
0.00
5-15
1
B7
22-0-0
GABLE
6.00
1-4-0
1-4-0
117lbs. each
0.00
-5-15
6
B2
22-0-0
ROOFTRUSS
6.00
1-4.0
1-4-0
93lbs. each
0.00
(1) 2-Ply
-5.15
2
83
22-0-0
ROOFTRUSS
6.00
1-4-0
0-0-0
132 lbs. each
2X4/2X6
0.00
-11-15
2
C1
28-9-0
ROOFTRUSS
6.00
0-0.0
1-4-0
158 lbs. each
2X4/2X6 11
Row Let Bmce
0.00
5.11-15
2
C2
28-9-0
ROOFTRUSS
6.00
0-0.0
1-4-0
127 lbs. each
0.00
11 - 15
1
C3
28-9-0
ROOFTRUSS
6.00
1-4-0
0-0-0
134lbs. each
0.00
11 - 15
1
C3A
29-0-0
ROOFTRUSS
6.00
1-4-0
1-4-0
136lbs. each
0.00
11 -15
1
C4
28-9-0
ROOFTRUSS
6.00
1-4-0
0-0-0
1401be. each
0.00
7-it-15
1
C4A
29-0-0
ROOFTRUSS
6.00
1-4-0
1-4-0
143lbs. each
0.00
2-15
3
C5
29-0-0
ROOFTRUSS
6.00
0-0-0
1-4-0
119lbs. each
0.00
2-15
3
C6
29-0-0
ROOFTRUSS
6.00
1-4-0
1-4-0
121 lbs. each
0.00
11 - 15
1
D7
8-0-0
ROOFTRUSS
6.00
1-4-0
1-4-0
31 lbs. each
0.00
4-3
1
D2
8.0-0
ROOFTRUSS
6.00
0-0-0
0-0-0
37 lbs. each
2X4/2X6
0.00
4-11-15
19
EJ1
8-0-0
MONO TRUSS
6.00
1-4-0
0-0-0
35 Ibs. each
0.00
-5-0
1
F1
4-0-0
GABLE
4.00
1-4-0
1-0-0
16 the. each
0.00
5-0
3
F2
4.0-0
MONO TRUSS
4.00
1-4-0
1-0-0
15 lbs. each
0,00
-1-0
7
F3
4-0-0
MONO TRUSS
4.00
1-4-0
0-0-0
14lbs. each
0.00
-1-0
SEP - 9 2
08
1
F4
4-0-0
ROOFTRUSS
4.00
1-4-0
0-0-0
14 lbs. each
0.00
It
1
G1
6-0-0
GABLE
2-9-9
4.00
1-4-0
0-0-0
CITY OF R
22lbs. each
0.00
FRANKLIN TRUSS
515 WEST MAIN ST
To:
Delivery
List
JEROME , ID 83338
FRANKLIN TRUSS
Job Number.
Phone: (208)324-8161 Fax: (208)324-6973
Page:
Date:
2
09-05-2008 - 7:16:33 AM
Project: Block No:
Model: Lot No:
Project ID:
0904KH
Contact:
Site:
Once:
Deliver To:
KARTCHNER HOMES
Account No:
Designer.
BOB WHILLOCK
Name:
Phone:
HAMPTON C MODEL
Salesperson:
Fax:
IDAHO FALLS, ID
Quote Number
Tentative Delivery Date:
Profile:
Qty:
Truss Id:
Span:
Truss Type:
pitch
LOH
ROH
Load By:
-9-0
6
G2
6-0-0
MONO TRUSS
4.00
1-4-0
0-0-0
20 lbs. each
0.00
-5-0
4
G3
5-0-0
MONO TRUSS
4.00
1-4-0
0-0-0
17 lbs. each
0.00
-1-9
4
HF
6-4-8
GABLE
13.42
0-0-0
0-0-0
37 lbs. each
1 Row Lat Brace
0.00
-11-7
3
HR1
11 - 3 - 0
ROOF TRUSS
4.24
1 -10 - 10
0-0-0
54 lbs. each
0.00
1-11-12
6
J1
1 -11 - 11
ROOF TRUSS
6.00
1-4-0
0-0-0
7 lbs. each
0.00
-11-12
5
J2
3 -11 - 11
ROOF TRUSS
6.00
1-4-0
0-0-0
13 lbs. each
0.00
-4-0
1
J2A
3 - 8 - 11
ROOF TRUSS
6.00
0-0-0
0-0-0
10 lbs. each
0.00
-11-12
5
J3
5 -11 -11
ROOF TRUSS
6.00
1-4-0
0-0-0
19 lbs. each
0.00
-4-0
1
J3A
5-8-11
ROOFTRUSS
6.00
0-0-0
0-0-0
16 lbs. each
0.00
MISC. ITEMS
Quantity: Description:
16
LUP24
7
HUS26
2
HUS28
3
THJA26
Above listed items have been designed to plans and or jobsite conditions. (exceptions listed
to right).
Received by:
Date:
Thank You for your Business.
O
O
22-0-0
KARiGHNER HOMES
HAMPiON G MODEL
OQ04KH
0
0
N
•
•
•
GABLE
a
n
1-4-0
7-10-0
4x6 =
7-10-0
1-4-0
Scale = 1
,..... — Oxo —
2x4 II 2x4 II
4G(psf)
SPACING
2-0-0
35.0
Plates Increase
1.15
8.0
Lumber Increase
1.15
0.0
Rep Stress Ina
NO
a 8.0
Code IRC2006/TPI2002
2x4 11 2x4 11 2x4 11 2x4 11 2x4 11
15-8-0
15-8-0
CS]
DEFL
in
(loc)
bde0
Lid
PLATES GRIP
TC 0.17
Ven(LL)
-0.01
'If
'1,180
MT20 220/195
BC 0.06
Ven(TL)
-0.01
11
Nr
80
WE 0.05
Horz(TL)
0.00
10
Na
Na
(Mabiz)
Weight 68 lb
BRACING 2 X 4 OF No.1 &Btr TOP CHORD Structural wood sheathing
directly applied 6-0-0 oc punins.
2 X 4 DF No.t BBV BOT CHORD Rigid ceiling directly applied or 1041-0 oc bracing.
cing.
2 X 4 DF Stud
(ID/size) 2=261/15-0-0, 10=261/15-8-0,15=185/15-8-0, 16=200/15-6-0, 17=217/15-8-0, 18=148/15-8-0, 14=200/15-8-0,13=217/15A-0, 12=148/15-8-0
Max 1-1=2=73(LC 6)
Max Uplift2=96(1-C 5). 10=110(LC 6), 1(=-61(LC 5), 17=78(LC 5),18=21(LC 5), 14=60(LC 6), 13-78(LC 6), 12=22(LC 5)
Max Grav2=26l(LC 1). 10=261(LC 1), 15=185(LC 1), 16=209(LC 9). 17=217(LC 1), 18=149(LC 9), 14=209(LC 10), 13=217(LC 1), 12=149(LC 10)
DES (lb)- Maximum Compresslon/Maximum Tension
CHORD 1-2=0/51, 2-3=-67/32, 3-4=58/56, 43=fi2/90, 56=61/119, 6-7=61/113, 7-8=-62/69, 8-9=-58/27, 9-10=67/15, 10-11-0/51
CHORD 2-18=0/84,17-18=0184, 16-17=0184, 15-16=0/84, 14-15=0/84,13-14=0/84, 12-13=0/84, 10-12=0/84
S 6-15=152/0, 5-16=178/82, 4-17=-179/91, 3-18=143/62, 7-14=178/81, 8-13=179/92, 9-12=l43/62
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASIDE 7-05; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.Bpsf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Truss designed for vend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard
Gable End Detail'
4) This truss has been designed for a 10.0 psf bottom chord live load nonocncurrent with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-M oc.
7)' 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-" wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 to uplift at joint 2, 110 to uplift at joint 10,
61 lb uplift at joint 16, 78lb uplift atjoint 17, 21 lb uplift at joint 18, 60 to uplift at joint 14. 78 lb uplift at joint 13 and 22 lb uplift at joint 12.
9) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSUTPI 1.
LOAD CASE(S) Standard
0904KH B1 GABLE 1 1
Job Reference (optional)-
FRANKLIN BUILDING SUPPLY, JEROME. ID. 83338 7.010 s Sep 112007 MTek Industries, Inc. Fri Sep 05 07:13:33 2008 Page 1
1-1-4-0, 5-9-4 11-0-0 - , 16-2-12 22-M 23-4-0
1-4-0 5-9-4 5-2-12 5-2-12 5-9-4 1-4-0
2x4 = Scale =1:50.
4x6 =
2x4 11 4
.'1..A 11
JX0 = ZX4 11 1X4 11 10 Lx4 11 9 8 oxa —
3x5 = 3x5 = 3x5 =
2x4 11 2x4 11
2x4 11
2x4 11
7-6-3 14-5-13 22-"
7-6-3 6-11-11 7-6-3
LOADING(psf) SPACING 2-M CSI DEFL In (loc) . Vdefl L/d PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.33 Vert(LL) 0.11 8-10 >999 360 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.18 8-10 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.25 Hom(TL) 0.04 6 n/a n/a
BCDL 8.0 Code IRC20061TPI2002 (Matrix) Weight: 118Ib
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc puriins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 8-5-13 oc bracing.
WEBS 2 X 4 DF Stud
OTHERS 2 X 4 DF Stud
REACTIONS (lb/size) 2=1239/0-5-8, 6=1239/0-5-8
Max Horz2=-93(LC 6)
Max UpIIft2=-525(LC 5), 6=-525(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/53, 2-3=-1888/706, 3-4=-1634/711, 4-5=16381714, 5-6=-1892/710, 6-7=0/53
BOT CHORD 2-10=-612/1579, 9-10=332/1082, 8-9=-33211082, 6-8=-527/1582
WEBS 3-10=-4241206, 4-10=-320/570, 4-8=-326/577, 5-8=-423/205
NOTES
1) Unbalanced roof live toads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf. BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End Detail"
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
5) Gable studs spaced at 2-" oc.
6)' 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-" 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 525 lb uplift at joint 2 and 525 lb uplift at
joint 6.
8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIffPI 1.
LOAD CASE(S) Standard
0904KH J B2 j ROOF TRUSS 16 I 1
ch
a
ID. 83338 7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 05 07:13:34 2008
-1-4-0 5-9-4 11-0-0 16-2-12 22-" 23-4-0
14-0 5-94 5-2-12 5-2-12 5-9-4
Scale = 1:
4x6 =
4
3x5 = 10 9 8 3x5 =
3x5 = 3x5 = 3x5 =
7-6-3
14-5-13.
22-0-0
7-6-3
6-11-11
7-6-3
LOADING(psf)
SPACING 2-0-0
CSI
DEFL in
(loc) Vdefi Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.29
Vert(LL) 0.11
8-10 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.40
Vert(TL) -0.18
8-10 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.25
Horz(TL) 0.04
6 n/a n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight: 93 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD
Structural wood sheathing directly applied or 4-7-0 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 8-5-13 oc bracing.
WEBS 2 X 4 DF Stud
REACTIONS (lb/size) 2=1239/0-5-8, 6=1239/0-5-8
Max Horz2=-93(LC 6)
Max Uplift2=-525(LC 5). 6-525(LC 6)
FORCES (lb) - Maximum Compress€on/Max€mum Tension
TOP CHORD 1-2=0/53, 2-3=-1888/706. 3-4=-1634/711, 4-5=1638/714, 5-6=-1892/710, 6-7=0/53
BOT CHORD 2-10=-612/1579.9-10=-332/1082, 8-9=-332/1082, 6-8=-527/1582
WEBS 3-10=-424/206, 4-10=-320/570, 4-8=-326/577, 5-8=-423/205
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)' 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-M wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 2 and 525 lb uplift at
joint 6.
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
0904KH I B3 I ROOF TRUSS
K
05 07:
-1-4-0 4-5-10 8-0-12 11-0-0 14-4-8 17-9-0 22-0-0
1-4-0 4-5-10 3-7-2 2-11-4 3-4-8 3-4-8 4-3-0
4x6 11
Scale =1
4x12 � 14 13 12 11 10 9 6x10 MT18W
2x4 11 10x10 = 6x10 = 4x12 MT18H =
8x8 = 4x8 II
4-5-10
4-5-10
8-0-12 11-"
3-7-2 2-11-4
14-4-8
34-8
17-9-0
3-4-8
22-0-0
4-3-0
Plate Offsets X Y : 2:0-4-2 0-1-12 8:0-5-10 0-3-0
11:0-3-8
0-4-0
LOADING(psf)
SPACING 2-M
CSI
DEFL
In
(loc)
Vdefi
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.87
Vert(LL)
-0.27
9-11
>971
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.98
Vert(TL)
-0.45
9-11
>574
180
MT18H 220/195
BCLL 0.0
Rep Stress Incr NO
WB 0.68
Horz(TL)
0.12
8
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 265 lb
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 6 DF SS
WEBS 2 X 4 DF Stud 'Except'
W32X8 DF SS, W5 2 X 4 DF No.1&Btr
WEDGE
Left: 2 X 4 DF Stud
REACTIONS (lb/size) 8=8668/0-5-8, 2--6458/0-5-8
Max Horz 2=112(LC 5)
Max Uplift8=-2400(LC 6). 2=-2182(LC 5)
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins.
BOT CHORD - Rigid ceiling directly applied or 9-4-3 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/58, 2-3=43044/4268. 3-4=-12991/4250, 4-5=10120/3148, 5-6=-10138/3143. 6-7=-1314413844, 7-8=-15947/4486
BOTCHORD 2-14=-3804/11509, 13-14=-3804/11509, 12-13=-3733/11561,11-12=-3318/11711,10-11=-3935114110,
9-10=-3935/14110,8-9=-3935/14110
WEBS 3-14=-213/53, 3-13=-42/318, 4-13=-1852/4505, 4-12=-4250/1772, 5-12=-2677/8604, 6-12=3995/1038. 6-11=-999/4081,
7-11=-2832/733, 7-9=-611 /2609
NOTES
1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows:
Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc.
Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 8 - 2 rows at 0-5-0 oc.
2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply
connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated.
3) Unbalanced roof live loads have been considered for this design.
4) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
5) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads.
6) All plates are MT20 plates unless otherwise indicated.
7) " 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-M wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2400 lb uplift at joint 8 and 2182 lb uplift at
joint 2.
9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TP11.
10) Girder carries tie-in span(s): 28-9-0 from "A 2 to 22-"
11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3598 lb down and 1591 lb up at
8-0-12 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others.
LOAD CASE(S) Standard
on
0904KH I B3 I ROOF TRUSS 11 I 21
I Job Reference (optional)
FRANKLIN BUILDING SUPPLY, JEROME. ID. 83338 7.010 s Sep 112007 MiTek Industries, Inc. Fri Sep 05 07:
LOAD CASE(S) Standard
1) Regular: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-5=-86, 5-8=86, 2-13=16, 8-13=-686(F=-670)
Concentrated Loads (lb)
Vert: 13=-3598(F)
0904KH
C1
ROOF TRUSS
K
Inc. Fri Sep 05 07:13:37
4-2-4 7-9-0 12-1-9 16-4-7 20-9-0 24-3-12 28-9-0_ ,30-1-0,
4-2-4 3-6-12 4-4-9 4-2-13 4-4-9 3-6-12 4-5-4 1-4-0
Scale = 1:51
6x10 MT18H=
4x8 = 2x4 11 6x6 =
4 5 6
Io
4x12 14 13 12 11 10 4x12
8x8 =
2X4 11
8x8 WB= 6x10 =
8x8 =
7-9-0
12-1-9
164-7
20-9-0
28-9-0
7-9-0
4-4-9
4-2-13
4-4-9
8-0-0
Plate Offsets (X,',O: [1:Edne,0-1-101
[3:0-5-00-1-71,
[6:0-3-6,Edge],
[8:04-2,0-1-12].
[10:0-3-8,0-4-01
LOADING(psf)
SPACING 2-M
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC
0.93
Vert(LL)
-0.39 11-13
>868
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC
0.92
Vert(TL)
-0.67 11-13
>511
180
MT18H 220/195
BCLL 0.0
Rep Stress Incr NO
WB
0.84
Horz(TL)
0.16 8
n/a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight: 158 lb
LUMBER
TOP CHORD 2 X•4 DF No.1 &Btr
BOT CHORD 2 X 6 DF 2400E 1.7E *Except*
B22X6DFSS
WEBS 2 X 4 DF Stud
WEDGE
Left: 2 X 4 DF Stud, Right: 2 X 4 DF Stud
REACTIONS (Ib/size) 1=35981Mechanical, 8=3347/0-5-8
Max Horz1=195(LC 6)
Max Upliftl=-1241(LC 5). 8=-1183(LC 6)
BRACING
TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc pudins.
BOT CHORD Rigid ceiling directly applied or 5-8-0 oc bracing.
WEBS 1 Row at mldpt 4-14
FORCES (lb) - Maximum Compresslon/Maximum Tension
TOP CHORD 1-2=-6112/2053, 2-3=-6058/2075, 34=-532311829, 4-5=-682112372, 5-6=-6822/2372, 6-7=-6282/2145, 7-8=-6506/2154,
8-9=0/58
BOT CHORD 1-14=-1731/5379, 13-14=-2243/6672,12-13=-224316672,11-12=-2243/6672, 10-1 1=-181415542, 8-10=-1849/5695
WEBS 2-14=-160/316, 3-14=-913/2515, 4-14=-1896/694, 4-13=-310/774, 4-11=-101/304, 5-11=-239/64, 6-11=-654/1827,
6-10=-537/1360, 7-10=-125/165
NOTES
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
4) This truss has been designed for a 10.0 psf bottom chord lire load nonconcurrent with any other live loads.
5) All plates are MT20 plates unless otherwise Indicated.
6) * 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.
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1241 lb uplift at joint 1 and 1183 lb uplift at
joint 8.
9) 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.
10) Girder carries hip end with 8-0-0 right side setback, 0-0-0 left side setback, and 8-0-0 end setback.
11) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 285 lb up at
20-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.
12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.15, Plate lncrease=1.15
0904KH i C1 I ROOF TRUSS
LOAD CASE(S) Standard
Uniform Loads (plo
Vert 1-3= 43(F=43), 3-6=-43(F=43), 6-9=-86, 1-10=-205(F=-189), 8-10=-16
Concentrated Loads (lb)
Vert 10=-884(F)
0904KH I C2 I ROOF TRUSS 12 1 1
7.010 s Sep 11 2007 MiTek Industries, Inc. Fri Sep 05 07:
5-04 9-9-0 14-3-0 18-9-0 23-5-12 28-9-0 41-0,
5-0-4 4-8-12 4-6-0 4-6-0 4-8-12 5-3-4 1-4-0
Scale =1:51 A
4x6 =
3x5 = 4x6 =
11 10 9 4xb
4x8 = 3x5 = 48 =
9-9-0 18-9-0 28-9-0
9-9-0 9-M 10-0-0
Plate Offsets MY): (1:Edae,0-0-141
LOADING(psf) SPACING 2-M CSI DEFL In (loc) l/defl Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.36 Vert(LL) 0.22 9-11 >999 360 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.36 9-11 >949 180
BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.09 7 n1a n1a
BCDL 8.0 Code IRC20061TP12002 (Matrix) Weight 128 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc pudins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing.
WEBS 2 X 4 DF Stud
REACTIONS (lb/size) 1=14431Mechanlcal, 7=159110-5-8
Max Horz1=-102(LC 6)
Max Upliftl=-555(LC 5). 7=-639(LC 6)
FORCES (lb) - Maximum CompresslonlMaxlmum Tension
TOP CHORD 1-2=2586/941, 2-3=-22151844, 3-4=-1894/787, 4-5=-1907/789, 5-6=22281845, 6-7=-2636/944, 7-8=0153
BOT CHORD 1-11=-821/2214.10-11=-677/2096, 9-10=677/2096, 7-9=-737/2248
WEBS 2-11=-368/211, 3-11=-263/546, 4-11=-477/164, 4-9=-459/153, 5-9=-268/548, 6-9=-388/211
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II: Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
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 3-6-0 tall by 2-0-0 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 to bearing plate capable of withstanding 555 lb uplift at joint 1 and 639 lb uplift at
joint 7.
8) This truss is designed In accordance with the 2006 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TP11.
LOAD CASE(S) Standard
0904KH I C3 l ROOF TRUSS
1 1 1
CC
0
s Sep 11
-14-0 6-3-4 12-" 17-M 22-8-12 28-9-0 ,
1-4-0 6-3-4 5-8-12 5-0-0 5-8-12 6-0-4
Scale =1:
6x6 =
4x6 =
4 5
4Xb 12 11 10 9 8 4x6 =
2x4 I) 3x5 = 3x5 = 2x4 11
4x8 =
I�
0
6-3-4
12-0-0
17-0-0
22-8-12
28-9-0 ,
6-3-4
5-8-12
5-M
5-8-12
6-0-4
Plate Offsets X Y :
:Ed a 0-0-14
LOADING(psf)
SPACING
2-0-0
CSI
DEFL
In
(loc)
Well
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.35
Vert(LL)
-0.12
9-11
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.48
Vergn)
-0.20
9-11
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.45
Hom(TL)
0.09
7
n/a
n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight 134lb
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud 'Except'
W4 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 7=1443/Mechanical, 2=1591/0-5-8
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins.
BOT CHORD Rigid ceiling directly applied or 7-1-0 oc bracing.
Max Horz2=114(LC 5)
Max Upllft7=-568(LC 6), 2=-653(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53, 2-3=-2638/984, 3-4=-2009/776, 4-5=1691/738, 5-6=-20071779, 6-7=-2626/990
BOT CHORD 2-12=-872/2235,11-12=-872/2235,10-11=-561/1694, 9-10=561/1694, 8-9=-800/2216, 7-8=-800/2216
WEBS 3-12=-87/225, 3-11=-620/351, 4-11=242/389, 4-9=-2551248, 5-9=-232/382, 6-9=-607/352, 6-8=-93/223
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph, h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M 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 to bearing plate capable of withstanding 568 lb uplift at joint 7 and 653 lb uplift at
joint 2.
8) 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
0904KH I MA I ROOF TRUSS
BUILDING SUPPLY, JEROME, ID. 83338 7.010 s
,-1-4-01 6-3-4 12-0-0 17-0-0 22-8-12 29-M 00-4-0,
1-4-0 6-3-4 5-8-12 5-0-0 5-8-12 6-3-4 1-4-0
Scale =1:
6x6 =
4x6 =
4
V)
a
4XD -- 13 12 11 10 9 4x6 =
2x4 II 3x5 = 3x5 = 2x4 11
4x8 =
I
6-3-4 i
12-" 17-0-0 i 22-8-12 29-" ,
I
LOADING(psf)
SPACING
2-0-0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.34
TCDL
8.0
Lumber Increase
1.15
BC 0.43
BCLL
0.0
Rep Stress Incr
YES
WB 0.45
BCDL
8.0
Code IRC2006f rP12002
(Matrix)
DEFL
In (loc)
I/defi
Ud
PLATES GRIP
Vert(LL)
-0.1210-12
>999
360
MT20 220/195
Vert(TL)
-0.2110-12
>999
180
Horz(TL)
0.09 7
n1a
n/a
Weight 137 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.18Btr TOP CHORD Structural wood sheathing directly applied or 3-9-0 cc puriins.
BOT CHORD 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 7-1-9 cc bracing.
WEBS 2 X 4 DF Stud 'Except'
W4 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 2=159610-5-8, 7=159610-5-8
Max Horz2=-99(LC 6)
Max Upiift2=-655(LC 5), 7=-655(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53, 2-3=-2648/988. 3-4=20191780, 4-5=1704/740, 5-6=-2021/781, 6-7=-2647/988. 7-8=0/53
BOT CHORD 2-13=-861/2243, 12-13=-86112243,11-12=-550/1703,10-11=-550/1703, 9-10=-762/2243, 7-9=762/2243
WEBS 3-13=-871225, 3-12=-620/351, 4-12=-242/389, 4-10=2501253, 5-10=-235/386, 6-10=-617/350, 6-9=-86/224
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf. BCDL=4.8psf, Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water pond€ng.
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 3-6-0 tall by 240-0 wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 655 lb uplift at joint 2 and 655 lb uplift at
joint 7.
7) 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
Job T russ I russ I ype
0904KH IC4 I ROOF TRUSS
1 1 1
ILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 112007 MTek Industries, Inc. Fri Sep 05 07:13:41 2008 Page
,-1-4-0, 7-3-4 i 14-0-0 15-0-0 21-8-12 28-9-0 ,
i
1-4-0 7-3-4 6-8-12 1-M 6-8-12 7-0-4
Scale =1:56
6x6 =
4x6 =
5 6
4x6 — 12 11 10 g 4x6 =
2x4 11 4x8 = 2x4 11
5x8 =
7-3-4
7-3-4
14-0-0
6-8-12
15-0-0
1-0-0
21-8-12
6-8-12
28-9-0 ,
7-0-4
Plate Offsets MY): :
B:Ed a 0-0-14 10:0-3-4 0-3-0
LOADING(psf)
SPACING 2-0-0
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.60
Vert(LL)
0.14 9-10
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.54
Vert(TL)
-0.23 9-10
>999
180
BCLL 0.0
Rep Stress Incr YES
WB 0.61
Horz(TL)
0.09 8
n/a
n/a
BCDL 8.0
Code IRC2006ITP12002
(Matrix)
Weight 141 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc puriins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 6-11-15 oc bracing.
WEBS 2 X 4 DF Stud *Except*
W2 2 X 4 DF No.1&Btr, W6 2 X 4 DF No.1&Btr
REACTIONS (lb/size) 8=1443/Mechanical, 2=1591/0-5-8
Max Horz2=127(LC 5)
Max Uplif6B=-580(LC 6), 2=664(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53, 2-3=-2585/978, 3-4=-1819/706, 4-5=-1683/731, 5-6=-1504/698, 6-7=-18051720, 7-8=2591/993
BOT CHORD 2-12=-868/2173,11-12=-868/2173,10-11=-475/1496, 9-10=794/2176, 8-9=794/2176
WEBS 3-12=-109/272, 3-11=-780/423, 5-11=-280/576, 6-11=-367/459, 6-10=-223/386, 7-10=797/444, 7-9=-123/295
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.Bpsf; BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M 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 to bearing plate capable of withstanding 580 lb uplift at joint 8 and 664 lb uplift at
joint 2.
8) 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
0904KH I C4A 1 ROOF TRUSS 11 1 1
0
7.010 s Sep 11
rl-4-0, 7-3-4 , 14-0-0 15-q 21-8-12 29-" 44
1-4-0 7-3-4 6-8-12 1-" 6-8-12 7-3-4 1-4-0
Scale=1:57.f
6x6 =
4x6 =
5 6
4x6 — 14 13 12 11 4x6 =
2x4 11 48 = 2x4 II
5x8 =
7-3-4
7-3-4
,
14-0-0
6-8-12
15-0-
1-"
21-8-12
6-8-12
29-0-0 ,
7-3-4
Plate Offsets X 12:0-3-4 0-3-0
LOADING(psf)
SPACING
2-"
CSI
DEFL
in (loc)
I/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.62
Vert(LL)
0.14 11-12
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.51
Vert(TL)
-0.24 11-12
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.61
Horz(TL)
0.09 9
Na
nla
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight 144 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 7-0-7 oc bracing.
WEBS 2 X 4 DF Stud 'Except'
W2 2 X 4 DF No.1 &Btr, W6 2 X 4 DF No.1 &Btr
REACTIONS (Ib/size) 2=1596/0-5-8, 9=1596/0-5-8
Max Horz2=112(LC 6)
Max Uplift2=-666(LC 5). 9=-666(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53. 2-3=-2594/983, 3-4=-1828/707, 4-5=1693/733, 5-0=-15131703, 6-7=-1677/723, 7-8=-1814/698, 8-9=-2599/987,
9-10=0153
BOT CHORD 2-14=-857/2182,13-14=857/2182,12-13=-464/1504,11-12=-749/2186, 9-11=-749/2186
WEBS 3-14=-109/272, 3-13=-780/423, 5-13=-2801574, 6-13=-366/460, 6-12=2191388, 8-12=-794/436, 8-11=-117/298
NOTES
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed : end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Provide adequate drainage to prevent water ponding.
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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit
between the bottom chord and any other members.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 666 lb uplift at joint 2 and 666 lb uplift at
joint 9.
7) 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
0904KH I C5 I ROOF TRUSS 13 I 1
M
O
s Seo 112007 MITek Industries. Inc. Fri Seo 05 07:
7-64 14-6-0 21-5-12 29-" 30-4-0
7-64 6-11-12 6-11-12 7-64 1-4-0
Scale = 1:
4x6 =
4
4x6 = 11 10 12 13 9 4xt =
3x5 = 3x5 = 3x5 =
9-10-3 19-1-13 29-0-0
9-10-3 9-3-11 9-10-3
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006JTPI2002
CSI
TC 0.96
BC 0.85
WB 0.47
(Matrix)
DEFL in
Vert(LL) -0.38
Vert(TL) -0.48
Hom(TL) 0.09
(loc) I/defl Ud
9-11 >912 360
9-11 >722 180
7 nla n!a
PLATES GRIP
MT20 220/195
Weight 120.1b
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORD 2 X 4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 6-9-5 oc bracing.
WEBS 2 X 4 DF No.1 &Btr "Except'
W1 2 X 4 DF Stud, W4 2 X 4 DF Stud
REACTIONS (lb/size) 1=1542/0-3-0, 7=1691/0-5-8
Max Horz1=-131(LC 6)
Max Uplift1=-589(LC 5), 7=-671(LC 6)
FORCES (lb) - Maximum CompresslonlMaximum Tension
TOP CHORD 1-2=2811/972, 2-3=-24691946, 3-4=-2333/974, 4-5=2298/961, 5-6=2434/934, 6-7=-2772/958, 7-8=0/53
BOT CHORD 1-11=857/2382,10-11=-459/1604,10-12=-459/1604,12-13=-459/1604, 9-13=-459/1604,
7-9=-724/2338
WEBS 2-11=-580/289, 4-11=-451/934, 4-9=438/877, 6-9=558/276
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) " 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-M wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 589 lb uplift at joint 1 and 671 1b uplift at
joint 7.
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
O904KH I C6 I ROOF TRUSS
3
-14-0 7-6-4 14-6-0 i 21-5-12 29-M ,30-4-0,
r-
1-4-0 7-6-4 6-11-12 6-11-12 7-6-4 1-4-0
Scale =1:51
44 =
5
4xe = 11 12 13 10 4x0 =
5x6 =
5x6 =
9-10-3 19-1-13 29-0-0
9-10-3 9-3-11 9-10-3
LOADING(psf)
SPACING
240-0
TCLL
35.0
Plates Increase
1.15
TCDL
8.0
Lumber Increase
1.15
BCLL
0.0
Rep Stress Incr
YES
BCDL
8.0
Code IRC2006lrP12002
LUMBER
TOP CHORD 2 X 4 DF No.1&Btr
BOT CHORD 2 X 4 DF No.1 &Btr'Except'
133 2 X 4 DF 240OF 1.8E
WEBS 2 X 4 DF No.1 &Btr *Except*
W1 2 X 4 DF Stud, W4 2 X 4 DF Stud
REACTIONS (lb/size) 2=1681/0-5-8, 8=1681/0-5-8
Max Horz2=-116(LC 6)
Max UpIIV=-668(LC 5), 8=-668(LC 6)
CSI
DEFL In (loc) I/defl Ud
PLATES GRIP
TC 0.91
Vert(LL) -0.6010-11 >574 360
MT20 220/195
BC 0.74
Vert(TL)-1.0910-11 >313 180
WB 0.44
Horz(TL) 0.08 8 n/a nla
(Matrix)
Weight 122 lb,
BRACING
TOP CHORD Structural wood sheathing directly applied.
BOT CHORD Rigid ceiling directly applied or 6-10-5 cc bracing.
FORCES (lb) - Maximum CompressionlMaximum Tension
TOP CHORD 1-2=0/53, 2-3=2694/928, 3-4=-2356/903, 4-5=-2219/931, 5-6=-2219/931, 6-7=-2356/903, 7-8=-2694/928, 8-9=0/53
BOT CHORD 2-11=-815/2273,11-12=435/1545,12-13=-435/1545,10-13=-435/1545, 8-10=-699/2273
WEBS 3-11 =-571/28 1. 5-11=-424/854, 5-10=-424/854, 7-10=-571/281
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4)' 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 tail by 2-M wide will tit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 668 lb uplift at Joint 2 and 668 lb uplift at
Joint 8.
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
09O4KH ID1
TRUSS
1-4-0
3
4-a-e
LOADING(psf)
SPACING
2-"
CSI
TCLL
35.0
Plates Increase
1.15
TC
0.17
TCDL
8.0
Lumber Increase
1.15
BC
0.03
BCLL
0.0
Rep Stress Incr
NO
WB
0.03
BCDL
8.0
Code IRC2006/TP12002
(Matrix)
LUMBER
TOP CHORD 2X4OF No.1&Btr
BOT CHORD 2X 4OF No.1&Btr
OTHERS 2 X 4 OF Stud
4-0-0
46 =
1-0-0
Scale = 1:17.
DEFL in (loc) Well Idd PLATES GRIP
Vert(LL) -0.01 7 n/r 180 MT20 2201195
Vert(TL) -0.02 7 rJr 80
Horz(IL) 0.00 6 n/a n/a
Weight 32 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size) 2=257/8-0-0, 6=257/8-0-0, 9=166/8-0-0. 8=188/8-M, 10=188/8-0-0
Max Horz2=49(LC 6)
Max Llplf82=114(LC 5). 6=123(LC 6), 8=39(LC 6). 10=39(LC 5)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/51, 2-3=70/35, 3-0=59/66, 4-5=59/59, 5.6=70/23, 6-7=0/51
BOT CHORD 2-10=0/54, 9-10=0/54, 8-9=0/54, 6-8=0/54
WEBS 4-9=136/11, 5-0=151/61, 3-10=151/61
NOTES
1) Unbalanced roof live bads have been considered for this design.
2)Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.Bpsf; BCDL=4.8psf: Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end verdcal left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard
Gable End DetaiY
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-0-0 oc.
7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-" wide will fit
between the bottom chord and any other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at Joint 2, 123 lb uplift at Joint 6,
39 lb uplift at Joint 8 and 39 lb uplift at joint 10.
9) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TP11.
LOAD CASE(S) Standard
09O4KH
D2 I ROOF TRUSS
11
2-114 i 4-0-0 i 8-0-0
2-11-4 1-0-12 4-0-0
4x6 11
a..i n
Scale =1:1
I7
0
2-11-4 i 4-0-0 i M-0
2-11-4 1-0-12 4-0-0
LOADING(psf) SPACING 24)-0 CSI
TCLL 35.0 Plates Increase 1.15 TC 0.71
TCDL 8.0 Lumber Increase 1.15 BC 0.77
BCLL 0.0 Rep Stress Incr NO WB 0.71
BCDL 8.0 Code IRC2006/rP12002 (Matrix)
LUMBER
TOP CHORD 2 X 4 DF No. 1&Btr
BOT CHORD 2 X 6 DF 2400F 1.7E
WEBS 2 X 4 DF No.1 &Btr'Excepr
W1 2 X 8 DF SS, W2 2 X 4 DF Stud
WEDGE
Left 2 X 4 DF Stud
REACTIONS (lb/size) 1=4180/0-5-8, 4=2003/0-5-8
Max Horz 1=26(LC 4)
Max Upliftl=-1503(LC 5), 4=-798(LC 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-6420/2483, 2-3=-3805/1536, 3-4=-3932/1553
BOT CHORD 1-6=-2181/5622, 5-6=-2181/5622, 4-5=-1344/3437
WEBS 2-0=-1584/4219, 2-5=-3665/1400, 3-5=-1309/3173
5x6 =
DEFL In (loc) I/defi Ud PLATES GRIP
Vert(LL) -0.07 6 >999 360 MT20 220/195
Vert(TL) -0.12 6 >756 180
Horz(TL) 0.03 4 nla n/a
Weight: 38 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 2-0-12 oc purlins.
BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing.
NOTES
1) Unbalanced roof live bads have been considered for this design.
2) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL--1.33 plate grip
DOL=1.33.
3) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads.
4)' 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-" wide will fit
between the bottom chord and any other members.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1503 lb uplift at joint 1 and 798 lb uplift at
joint 4.
6) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSVTPI 1.
7) Girder carries tie-in span(s): 28-9-0 from 0-0-0 to 2-11-4
8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3598 lb down and 1591 lb up at
2-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others.
9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber lncrease=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-86, 3-4=-86, 1-6=-686(F=-670), 4-6=-16
Concentrated Loads (lb)
Vert 6=-3598(F)
0904KH I EA i MONO TRUSS 119 I 1
FRANKLIN BUILDING SUPPLY, JEROME. ID. 83338 7.010 s Sep 1
-14-0 4-1-8 8-M ,
14-0 4-1-8 3-10-8
2X4 11
4
LX4 =
3x5 =
1
Scale=1:22.1
8-0-0
8-0-0
LOADING(psf)
SPACING
2-0-0
CSI
DEFL
in
(Ioc)
Vdefl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.20
Vert(LL)
0.18
2-5
>512
360
MT20 2201195
TCDL 8.0
Lumber Increase
1.15
BC 0.42
Vert(TL)
-0.35
2-5
>264
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.14
Horz(TL)
0.00
5
n/a
n/a
BCDL 8.0
Code IRC20061TPI2002
(Matrix)
Weight 36 lb
LUMBER
TOP CHORD 2 X 4 DF No.1&Btr
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud
REACTIONS (lb/size) 2=544/0-5-8, 5=37410-5-8
Max Horz2=181(LC 4)
Max Uplift2=240(LC 5), 5=-183(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53, 2-3=-463/107, 3-4=-89/46, 4-5=-136/51
BOT CHORD 2-5=132/340
WEBS 3-5=-384/187
BRACING
TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except
end verticals.
BOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads.
3) ' This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit
between the bottom chord and any other members.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 2 and 183 lb uplift at
joint 5.
5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSI/TP11.
LOAD CASE(S) Standard
0904KH IF1 IGABLE
1-4-0 4-" 1-0-0 4
Scale =
2x4 = 2x4 II
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING 2-M
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress lncr NO
Code IRC2006frP12002
CSI
TC 0.16
BC 0.12
WB 0.00
(Matrix)
DEFL In
Vert(LL) 0.00
Venn) 0.00
Horz(TL) 0.00
(loc) Odell Ud
3 n/r 180
4 n/r 80
5 rda Na
PLATES GRIP
MT20 220/195
Weight 161b
LUMBER
BRACING
TOPCHORD 2X 4 DF No.18Btr
TOPCHORD
Structural wood sheathing directly applied or 4-0-0oc purlins, except
BOT CHORD 2 X 4 DF No.18Btr
end verticals.
WEBS 2 X 4 DF Stud
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 5=28914-0-0, 2=32214-0-0
Max Hom2=87(LC 4)
Max Upllft5=-78(LC 4). 2=11 O(LC 3)
FORCES (lb)- Maximum Compression/Maximum Tension
TOPCHORD 1-2=0/35, 2J=57/51, 3-4=-31/0, 3-5=258196
BOTCHORD 2-5=11114
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft: TCDL=4.Bpsf; BCDL=4.Bpsf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch 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 MiTek'Standard
Gable End Detafl"
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-0-0 oc.
6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-M 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 78lb uplift at joint 5 and 110 lb uplift at joint
2.
8) This truss is designed In accordance with the 2006 International Residential Code sectors R502.11.1 and R802.10.2 and referenced
standard ANSfiTPI 1.
LOAD CASES) Standard
0904KH I F2 I MONO TRUSS 13 1 1
Y, JEROME, ID. 83338 7.010 s Sep 112007 MTek Industries, Inc. Fri Sep 05 07:13:48 2008 Page
-1-4-0 4-M 5-0-0
1-4-0 4-0-0 1-" SCA = 1:1
r;
Y
2x4 =
'
44W
4-0-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL In
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.19
Vert(LL) -0.01
2-5 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.09
Vert(TL) -0.02
2-5 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.00
Horz(n) 0.00
5 n/a n/a
BCDL 8.0
Code IRC2006/TPI2002
(Matrix)
Weight:l6 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.1 &Btr
end verticals.
WEBS 2 X 4 DF Stud
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
REACTIONS (lb/size) 2=338/0-5-8, 5=268/0-1-8
Max Horz 2=87(LC 4)
Max Upilft2=-164(LC 3). 5=-118(LC 4)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/36, 2-3=-58/48, 3-4=-31/0, 3-5=239/94
BOT CHORD 2-5=-11/14
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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 24)-0 wide will fit
between the bottom chord and any other members.
4) Bearing at joints) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 118 lb uplift at
joint 5.
7) 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
0904KH I F3
MONO TRUSS
7
-14-0 1 4-0-0
r 2x4 i r
1-4-0 4-0-0
3 Scale =1
0
2x4 =
4-0-0 ,
LOADING(psf)
SPACING
2-M
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.19
TCDL
8.0
Lumber Increase
1.15
BC 0.09
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
8.0
Code IRC2006/TP12002
(Matrix)
DEFL In (loc) I/deft L/d PLATES GRIP
Vert(LL) -0.01 24 >999 360 MT20 220/195
Vert(fL) -0.02 24 >999 180
Horz(TL) 0.00 4 n/a n/a
Weight: 14 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD
BOT CHORD 2 X 4 DF No-1 &Btr
WEBS 2 X 4 DF Stud BOT CHORD
REACTIONS (lb/size) 2=354/0-5-8, 4=154/0-1-8
Max Horz2=69(LC 4)
Max UpIlft2=-174(LC 3). 4=-68(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/36. 2-3=-64/32, 3-4=-125/44
BOT CHORD 2-4=-11/14
Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals.
Rigid celling directly applied or 10-" oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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-M wide will fit
between the bottom chord and any other members.
4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joints) 4.
.6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 68 lb uplift at joint
4.
7) 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
0904KH I F4 I ROOF TRUSS
14-0 4-0-0
T1
2x4 =
3
Scale =
EV2
2x4
LOADING(pso
SPACING 2-M
CSI
DEFL
in
(loc)
Waft
L/d
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.23
Ven(LL)
0.00
1
rdr
180
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.12
Vert(TL)
0.01
1
rJr
80
BCLL 0.0
Rep Stress Incr NO
WB 0.00
Horz(TL)
0.00
4
n1a
n/a
BCDL 8.0
Code IRC2006/TP12002
(Matrix)
Weight 15lb
LUMBER BRACING
TOP CHORD 2 X 4 OF No.1 &BIr TOP CHORD
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud BOT CHORD
REACTIONS (lb/size) 4=175/4-", 2=336/4-0-0
Max Hort2=69(LC 4)
Max Upll t4=34(LC 5), 2=119(LC 3)
FORCES (lb)- Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/35, 2-3=-60/36, 34=145/53
BOT CHORD 24=11/14
Structural wood sheathing directly applied or 4-0-0 oc purlins, except
end verticals.
Rigid calling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.Bpsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end venicat left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) Truss designed for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), see Mi fek "Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-M oc.
6) - 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-M wide will Bl
between the bottom chord and any other members.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341b uplift at joint 4 and 119 lb uplift at joint
2.
8) 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
0904KH
1-4-0
L�rEO
2x4SCale =
2x4 = 2x4 11 2x4 11
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING 2-0-0
Plates Increase 1.15
Lumberincrease 1.15
Rep Stress Incr NO
Code IRC2006/TPI2002
CSI
TC 0.19
BC 0.09
WB 0.06
(Matrix)
DEFL in
Verl(LL) 0.00
Veri(TL) 0.00
Horz(TL) 0.00
(I.) Udell Lid
1 Nr 180
1 n/r 80
5 n/a n/a
PLATES GRIP
MT20 2201195
Weight: 23 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Bb
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except
BOT CHORD 2 X 4 DF No.1 &Btr
end verticals.
WEBS 2 X 4 DF Stud
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
OTHERS 2 X 4 DF Stud
REACTIONS (lb/sIze) 5=28/6-M, 2=312/6-M. 6=37616-M
Max Horz2=100(LC 4)
Max Up1185=10(LC 4), 2=108(LC 3), 6=-85(LC 5)
FORCES (lb)- Maximum Compresslon/Maximum Tension
TOP CHORD 1-2=0/35, 2-3=-W57, 3-4=-02r21, 4-5=26/11
BOTCHORD 2-6=17/22,5-6=17/22
WEBS 3-6=310/124
NOTES
1) Wind: ASCE 7-05; 90mph; h=254; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch 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 MiTek "Standard
Gable End Detail"
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-" oc.
6)' 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-M 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 10 lb uplift at joint 5, 108 lb uplift at joint 2
and 85lb uplift at joint 6.
8) This buss 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
0904KH
G2 IMONO TRUSS Ifi
ID. 83338 7.010 s
-1-4-0 6-"
1-4-0 6-0-0
2x4 =
2x4 I l cale = 1:1
3
IA
6-0-0
6-0-0
LOADING(psf)
SPACING
2-0-0
CSI
DEFL
in
(loc)
Vdefl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.47
VergLL)
-0.05
2-4
>999
360
MT20 2201195
TCDL 8.0
Lumber Increase
1.15
BC 0.23
Vert(TL)
-0.10
2-4
>657
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
4
n/a
n/a
BCDL 8.0
Code IRC20061TP12002
(Matrix)
Weight: 21 ib
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud BOT CHORD
REACTIONS (lb/size) 2=445/0-5-8, 4=267/0-1-8
Max Horz2=100(LC 4)
Max UpI€ft2=-211(LC 3), 4=122(LC 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/36. 2-3=-87/56, 3-4=-222/85
BOT CHORD 2-4=-17/22
Structural wood sheathing directly applied or "-0 cc pudins, except
end verticals.
Rigid ceiling directly applied or 10-" oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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-M wide will fit
between the bottom chord and any other members.
4) Bearing at joints) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joints) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint 2 and 122 lb uplift at
joint 4.
7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard
O9O4KH
G3 I MONO TRUSS 14 1 1
, JtKUMt. {U. 83338 Lull) s
-1-4-0 5-M
1-4-0 5-0-0
W =
Page
2A 11 Scale=1:11.!
3
5-0-0
5-0-0
LOADING(psf)
SPACING
2-M
CSI
DEFL
in
(loc)
l/defl
Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.29
Vert(LL)
-0.02
24
>999
360
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.15
Vert(TL)
-0.05
24
>999
180
BCLL 0.0
Rep Stress Incr
YES
WB 0.00
Horz(TL)
0.00
4
n/a
nla
BCDL 8.0
Code IRC20061TP12002
(Matrix)
Weight 18 lb
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF Stud
REACTIONS (lb/size) 2=39810-5-8, 4=21210-1-8
Max Horz2=84(LC 4)
Max Upl1ft2=-192(LC 3), 4=96(LC 5)
FORCES (lb) - Maximum Compresslon/Maxlmum Tension
TOP CHORD 1-2=0/36, 2-3=-75/45, 3-4=-175165
BOT CHORD 2-4=-14/18
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins, except
end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp Q enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" tall by 2-M wide will fit
between the bottom chord and any other members.
4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of
bearing surface.
5) Provide mechanical connection (by others) of truss to bearing plate at joints) 4.
6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2 and 96 lb uplift at joint
4.
7) 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
O9O4KH JHF IGABLE
6-4-8
2x4 11 Scale =
2x4 /i 7 6 5
2x4 11 2x4 11 2z4 11
LOADING(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING 2-04)
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006TPI2002
CSI
TC 0.55
BC 0.03
WB 0.07
(Matrix)
DEFL in
Veri(LL) rVa
Veri(TL) n/a
Horz(TL) 0.00
(loc) Vdeg Ud
- rda 999
- We 999
5 n/a nla
PLATES GRIP
MT20 2201195
Weight: 371b
LUMBER
BRACING
TOP CHORD 2 X 4 OF No.18Btr
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc puriins, except
GOT CHORD 2 X 4 OF No.18Btr
end verticals.
WEBS 2 X 4 OF Stud
BOT CHORD
Rigid ceiling directly applied or 10-" oc bracing.
OTHERS 2 X 4 OF Stud
WEBS
1 Row at midpt 45
REACTIONS (lb/sbe) 1=6716-4-8, 5=9216-0-8, 7=198/6-4-8, 6=246/64-8
Max Horz 1=268(LC 4)
Max Upliftl=-110(LC 3), 5=93(LC 4), 7=145(LC 5), 6=178(LC 5)
Max Gmv1=214(LC 4), 5=122(LC 3), 7=198(LC 1). 6=246(LC 1)
FORCES (Ib)- Maximum CompressionlMaxlmum Tension
TOP CHORD 1-2=2951177, 2-3=2221163, 3-4=129/140, 4-5=113/102
BOT CHORD 1-7=56185, 6-7=56/85, 55-Nr6/85
WEBS 2-7=167/164, 35=207/201
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; and vertical left and right exposed; porch 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 MTek *Standard
Gable End Detail'
3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
4) Gable requires continuous bottom chord bearing.
5) Gable studs spaced at 2-" oc.
6)' 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-" 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 110 lb uplift at joint 1, 93 to uplift at joint 5,
145 lb uplift at joint 7 and 178 lb uplift at joint 6.
8) This truss Is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSlrrPI 1.
LOAD CASE(S) Standard
0904KH
HR1 I ROOF TRUSS 13
s Sep 112007 MiTek Industries, Inc. Fri Sep
-1-10-10 4-1-9 7-6-9 11-3-0
1-10-10 4-1-9 3-4-15 3-8-7
2X$cftle =1
3x5 = 2x4 11 3x5 = 3x5 =
4-1-9 - - 7-6-9 i 11-3-0
LOADING(psf)
SPACING
2-0-0
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.45
TCDL
8.0
Lumber Increase
1.15
BC 0.29
BCLL
0.0
Rep Stress Incr
NO
WB 0.34
BCDL
8.0
Code IRC2006/TPI2002
(Matrix)
DEFL In (loc) Ildefl Ud PLATES GRIP
Vert(LL) -0.03 9-10 >999 360 MT20 220/195
Vert(TL) -0.05 9-10 >999 180
Horz(TL) 0.02 8 n/a n/a
Weight: 54 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.18,Btr TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, except
BOT CHORD 2 X 4 DF No.18Btr end verticals.
WEBS 2 X 4 DF Stud BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing.
REACTIONS (lb/size) 8=1048/Mechanical, 2=714/0-7-12
Max Horz2=270(LC 4)
Max Uplift8=-419(LC 5). 2=-300(LC 3)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-11=0/45, 2-11=0/45. 2-3=1151/316, 3-4=-882/217, 4-5=156/72. 5-6=15/0, 5-8=-369/175
BOT CHORD 2-10=-436/1039. 9-10--436/1039, 8-9=311/786, 7-8=0/0
WEBS 3-10=44/118, 3-9=-277/150, 4-9=-831265, 4-8=-9531413
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf. BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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 tail by 2-M wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 419 lb uplift at joint 8 and 300 lb uplift at
joint 2.
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.
7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).
LOAD CASE(S) Standard
1) Regular. Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (pif)
Vert 1-11=-86
Trapezoidal Loads (plf)
Vert 11=0(F=43, B=43}to-5=-236(F=-75, B=75), 5=-166(F=-75, B=75)-to-6=172(F=-78, B=-78), 2=1(F=7,
B=7}to-7=-45(F=15, B=-15)
O9O4KH I J1 I ROOF TRUSS 16 1 1
', JEROME, ID.
1
7.010 s Sep 112007 MiTek Industries. Inc. Fri Sep 05 07:
-14-0 1-11-11 3 ,
14-0 1-11-11
Scale =1:7.!
LOADiNG(psf)
TCLL 35.0
TCDL 8.0
BCLL 0.0
BCDL 8.0
SPACING 2-0-0
Plates Increase 1.15
Lumber Increase 1.15
Rep Stress Incr YES
Code IRC2006/TPI2002
CSI
TC 0.15
BC 0.03
WB 0.00
(Matrix)
DEFL in
Vert(LL) -0.00
Vert(TL) -0.00
Horz(TL) -0.00
(loc) Vdefl L/d
2 >999 360
2-4 >999 180
3 n/a n/a
PLATES GRIP
MT20 2201195
Weight: 8 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1 &Btr
TOP CHORD
Structural wood sheathing directly applied or 1-11-11 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr
BOT CHORD
Rigid ceiling directly applied or 10-M oc bracing.
REACTIONS (lb/size) 2=268/0-5-8, 4=15/Mechanical, 3=33/Mechanical
Max Horz2=80(LC 5)
Max Uplift2=-136(LC 5). 4=-12(LC 3), 3=16(LC 6)
Max Grav2=268(LC 1), 4=34(LC 2), 3=33(LC 1)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0152, 2-3=-6018
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ` 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-M wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uprdt at joint 2,12 lb uplift at joint 4
and 16 lb uplift at joint 3.
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
0904KH IJ2 IROOF TRUSS 15
-1-4-0 3-11-11
1-4-0 3-11-11 14
LOADING(psf) SPACING 2-" CSI
TCLL 35.0 Plates Increase 1.15 TC 0.19
TCDL 8.0 Lumber Increase 1.15 BC 0.09
BCLL 0.0 Rep Stress Incr YES WB 0.00
BCDL 8.0 Code IRC2006/TP12002 (Matrix)
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 3=119/Mechanical, 2=352/0-5-8, 4=29/Mechanical
Max Harz 2=118(LC 5)
Max Uplift3=-56(LC 5), 2=459(LC 5), 4=-23(LC 3)
Max Grav3=119(LC 1), 2=352(LC 1), 4=65(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53, 2-3=-88/42
BOT CHORD 2-4=0/0
Scale =1:11
DEFL in (loc) I/deft Ud PLATES GRIP
Vert(LL) -0.01 2-4 >999 360 MT20 220/195
Ved(TL) -0.02 2-4 >999 180
Horz(TL) -0.00 3 n/a n/a
Weight 14 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3) ' 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.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3.159 lb uplift at joint 2
and 23 lb uplift at joint 4.
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
Job
Truss
Truss Type
Oty
Ply
0904KH
J2A
ROOF TRUSS
1
1
.lob Reference (optional)
coAmV[ IM a[ [n niMr- Al IPPI
V JFRnMF_ In R-WIR
7.010
s Seo
112007 MTek Industries, Inc. Fri Sep 05 07:13:55 2008 Page 1
LOADING(psf)
SPACING
2-0-0
TCLL
35.0
Plates Increase
1.15
TCDL
8.0
Lumber Increase
1.15
BCLL
0.0
Rep Stress Incr
YES
BCDL
8.0
Code IRC2006/TPI2002
LUMBER
TOP CHORD 2 X 4 DF No.1 &Blr
BOT CHORD 2 X 4 DF No.1 &Btr
3-8-11
3-8-11
3-8-11
CSI
DEFL
in
(loc)
I/deft
Ud
TC 0.20
Vert(LL)
-0.01
1-3
>999
360
BC 0.08
Vert(TL)
-0.01
1-3
>999
180
WB 0.00
Horz(TL)
-0.00
2
n/a
n/a
(Matrix)
REACTIONS (lb/s€ze) 1=171/Mechanical, 2=144/Mechanlcal, 3=27/Mechanical
Max Horz1=80(LC 5)
Max Upliftl=-53(LC 5). 2=-76(LC 5). 3=-22(LC 3)
Max Gravl=171(LC 1), 2=144(LC 1), 3=62(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tenslon
TOP CHORD 1-2= 57/57
BOT CHORD 1-3=0/0
Scale =1:10.
PLATES GRIP
MT20 220/195
Weight 11 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purtins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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-" wide will fit
between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1, 76 lb uplift at joint 2 and
22 lb uplift at joint 3.
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
Job
Truss
Truss Type
aty
Ply
O904KH
J3
ROOF TRUSS
5
1
Job Reference tional
S 05 07.13.56 20t1° o-^-'
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 7.010 s Sep 11 2007 M" ek Industries, Inc. Fn up
_1-4-0 i 5-11-11
4_es 5-11-11
Scale = 1:15. i
4
5-11-11
5-11-11
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.05 24 >999 360 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.22 Vert(n) -0.10 24 >666 180
BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a
BCDL 8.0 Code IRC20061TP12002 (Matrix) Weight:l9 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins.
BOT CHORD 2 X 4 DF No.1 &Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size) 3=217/Mechanical, 2=443/0-5-8, 4=45/Mechanical
Max Horz2=160(LC 5)
Max Upllft3=-106(LC 5). 2=-186(LC 5), 4=-37(LC 3)
Max Grav3=217(LC 1). 2=443(LC 1), 4=101(LC 2)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/53, 2-3=120179
BOT CHORD 2-4=0/0
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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-M wide will fit
between the bottom chord and any other members.
4) Refer to girder(s) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3.186 lb uplift at joint 2
and 37 lb uplift at joint 4.
6) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSUTPI 1.
LOAD CASE(S) Standard
Job
Truss
Truss Type
oty
Ply
0904KH
J3A
ROOF TRUSS
1
1
Job Reference (optional)
CroAM&el IAI RI III nINP2 C110121
V JFRn Utr- in R333R
7.010
s Sao
112007 MiTek Industries, Inc. Fri Sep 05 07:13:56 2008 Page 1
5-8-11
r
5-8-11
2x4 =
LOADING(psf)
SPACING
2-M
CSI
TCLL
35.0
Plates Increase
1.15
TC 0.51
TCDL
8.0
Lumber increase
1.15
BC 0.21
BCLL
0.0
Rep Stress Incr
YES
WB 0.00
BCDL
8.0
Code IRC2006/TP12002
(Matrix)
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 1=273/Mechanical, 2=230/Mechanical, 3=43/Mechanical
Max Horz1=121(LC 5)
Max Upliftl=-88(LC 5), 2=-119(LC 5), 3=-35(LC 3)
Max Grav1=273(LC 1), 2=230(LC 1), 3=98(LC 2)
FORCES (Ib) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=88/88
BOT CHORD 1-3=0/0
5-8-11
DEFL In (loc) l/defl Ud
Vert(LL) 0.05 1-3 >999 360
Vert(TL) -0.09 1-3 >729 180
Horz(TL) -0.00 2 n/a n/a
Scale = 1:1
PLATES GRIP
MT20 220/195
Weight: 17 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-8-11 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
NOTES
1) Wind: ASCE 7-05; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS (low-rise) gable end zone;
cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip
DOL=1.33.
2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.
3)' 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-M wide will fit
between the bottom chord and any other members.
4) Refer to girders) for truss to truss connections.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1, 119 lb uplift at joint 2
and 35 lb uplift at joint 3.
6) This truss is designed In accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced
standard ANSIITPI 1.
LOAD CASE(S) Standard