HomeMy WebLinkAboutTRUSSES - 07-00080 - 354 Oaktrail Dr - New SFRFRANKLIN TRUSS
515 WEST MAIN ST
To:
Delivery
List
JEROME , ID 83338
FRANKLIN POCATELLO
Phone:(208)324.8161 Fax:(208)324-6973
Job Number.
Page:
Date:
1
01-31-2007 - 8:17:53 AM
Project Block No:
Model:
Lot No:
Project ID:
0129KH
Contact
Site:
Office:
Deliver TO:
KARTCHNER HOMES
Account No:
Designer:
303490627
BOB WHILLOCK
Name:
Phone:
NEWPORT B WITH DORMER
Salesperson:
JOHN
F
REXBURG
Quote Number.
Tentative Delive Date:
Profile:
Qty:
Truss Id:
Span:
Truss Type:
pitch
LOH
ROH
I Load By:
1
Al
20-11-8
GABLE
-0-1
8.00
0-0-0
0-0-0
103 lbs. each
0.00
8-1-6
6
A2
97 lbs. each
20-11-8
ROOFTRUSS
8.00
0.00
1-2-0
1-2.0
5
A3
95lbs. each
20-9-0
ROOF TRUSS
8- 1-6
8.00
0.00
1-2-0
0-0-0
1
B1
21-3-12
GABLE
10-8-2
6.00
0-0-0
0-0-0
140 lbs. each
3 Rows Let Bra
0.00
11-8-1
5
B2
21-9-0
ROOF TRUSS
6.00
1-6-0
0-0.0
1161bs. each
5.00
s0-5-4
11-8-1
2
B3
21-9-0
ROOFTRUSS
6.00
1-6-0
0-0-0
123lbs. each
5.00
s0-5-4
2
B4
19-0-8
ROOFTRUSS
10-7-3
6.00
1-6-0
0.0-0
109 lbs. each
5.00
8-10-3
1
C1
25-0-8
GABLE
6.00
0-0-0
0-0-0
159lbs. each
0.00
7
C2
26-4-0
ROOF TRUSS
8-it-1
6.00
0-0-0-
1-6-0
135 lbs. each
3 Rows Lat Bra
0.00
s 0 - 3 - 8
9-11-1
2
C3
28-0-8
ROOF TRUSS
6.00
0-0-0
1-6-0
158 lbs. each
2 Rows Lat Bra
0.00
11
C4
29-0-8
ROOF TRUSS
9-11-1
6.00
0-0.0
1-6-0
160 lbs. each
2 Rows Lat Bra
0.00
7
CS
1741bs. each
29-0-8
8-00
GABLE
2 Rows Lat Bra
1
6.00
0.00
0-0-0
0-0-0
MISC. ITEMS
Quantity:
Description:
D (C
{�/ j�
11 L�
14
HUS26
D
FEB 2 6 2007
CITY OF REXBURG
Above listed items have been designed to plans and or jobsite conditions. (exceptions listed
to right).
Received
Thank You for your Business.
0700080
3Oaktrail Dr-Kartchner
Job Truss T •s Type QtY Ply
0129KH Al *i;BLE
Job Reference (optional)
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.400 s Aug 12006 MiTek Industries, Inc. Wed Jan 31 07:29:38 2007 Page 1
10-5-12 20-11-8
10-5-12 10-5-12
3x5 = Scale = 1:44.3
2x4 11
6 2x4 11
7
2x4 11
2x4 11 5
8.00 12 2x4 11
4 8
2x4 11
2x4 I I 3T 29
0 2x4 11
2 10
1 11
a -o
0 0
3x5 20 19 18 17 16 15 14 13 12 3x5
2x4 II 2x4 II 2x4 11 2x4 II 2x4 II 2x4 II 3x5 = 2x4 II
2x4 11
20-11-8
20-11-8
Plate Offsets X 6:0-2-8 Ed e
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(TL) 0.00 11 n/a n/a
BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 103 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD 2 X 4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 DF Stud/Std
REACTIONS (lb/size) 1=146/20-11-8, 11=146/20-ll-8, 17=171/20-11-8, 18=220/20-11-8, 19=159/20-11-8, 20=327/20-11-8, 16=171/20-11-8, 15=220/20-11-8,
14=159/20-11-8, 12=327/20-11-8
Max Horz 1=-210(load case 3)
Max Upliftl=-30(load case 3), 17=-24(load case 4), 18=-103(load case 5), 19=-65(load case 5), 20=-136(load case 5), 15=-105(load case 6), 14=-64(load
case 6), 12=-136(load case 6)
Max Gravl=146(load case 1), 11=146(load case 1), 17=171(load case 1), 18=222(load case 9), 19=159(load case 1), 20=327(load case 9), 16=171(load
case 1), 15=222(load case 10), 14=159(load case 1), 12=327(load case 10)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-179/110, 2-3=-115/97. 3-4=-76/93, 4-5=-79/121, 5-6=-63/108, 6-7=-63/106, 7-8=-79/103, 8-9=-73/42,
9-10=-89/36, 10-11=-136/62
BOT CHORD 1-20=-37/150, 19-20=-37/150, 18-19=-37/150, 17-18=-37/150, 16-17=-37/150, 15-16=-37/150, 14-15=-37/150,
13-14=-37/150, 12-13=-37/150, 11-12=-37/150
WEBS 5-17=-142/42, 4-18=-185/122, 3-19=-144/87, 2-20=-252/148, 7-16=-142/3, 8-15=-185/124, 9-14=-144/87,
10-12=-252/148
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.0psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
6) Gable requires continuous bottom chord bearing.
7) Gable studs spaced at 2-0-0 oc.
8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 1, 24 lb uplift at joint
17, 103 lb uplift at joint 18, 65 lb uplift at joint 19, 136 lb uplift at joint 20, 105 lb uplift at joint 15, 64 lb uplift at joint 14 and 136 lb
uplift at joint 12.
9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
0129KH
I ruse i ^ -S Type - Qty Ply —
A2 16wOF TRUSS 5 1
s Aug 12006 MTek Industries, Inc. Wed Jan
-1-2-0 5-5-5 10-5-12 15-6-3 20-11-8 22-1-8
1-2-0 5-5-5 5-0-7 5-0-7 5-5-5 1-2-0
4x6 11 Scale = 1:441
4
- -- IV V a 3x5 =
3x5 = 3x5 = 3x5 =
7-1-7 13-10-1 20-11-8
7-1-7 6-8-9 7-9-7
Plate Offsets
2:0-2-9 0-1-8 6:0-2-9 0-1-8
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
CSI
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
TCDL 8.0
Plates Increase 1.15
Lumber Increase 1.15
TC 0.27
BC 0.28
Vert(LL)
-0.05
6-8
>999
360
MT20 220/195
BCLL 0.0
Rep Stress Incr YES
WB 0.13
Vert(TL)
Horz(TL)
-0.12
0.03
6-8
6
>999
n/a
180
n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix) I
I Weight: 97 lb
LLIYIOGR
TOP CHORD 2 X 4 DF No. 1&Btr
BOT CHORD 2 X 4 DF No.1 &Btr
WEBS 2 X 4 DF No. 1&Btr *Except*
W1 2 X 4 DF Stud/Std, W4 2 X 4 DF Stud/Std
REACTIONS (lb/size) 2=1174/0-3-8, 6=1174/0-3-8
Max Horz 2=224(load case 4)
Max Uplift2=-273(load case 5), 6=-273(load case 6)
BRACING
TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3=-1529/276, 3-4=-1327/333, 4-5=-1327/333, 5-6=-15291276, 6-7=0/59
BOT CHORD 2-10=-213/1159, 9-10=-46/785, 8-9=-46/785, 6-8=-136/1159
WEBS 3-10=-391/229, 4-1 0=- 157/527, 4-8=-157/527, 5-8=-391/229
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 2 and 273 lb uplift
at joint 6.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job
Truss
T % Type
Qty
Ply
0129KH
A3
F TRUSS
5
1
14=0�
Job Reference (optional)
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.400 s Aug 12006 MTek Industries, Inc. Wed Jan 31 07:29:40 2007 Page 1
-1-2-01 5-5-5 10-5-12 15-6-3 20-9-0 ,
1-2-0 5-5-5 5-0-7 5-0-7 5-2-13
4x6 II Scale=1:43.6
4
8.00 F12
2x4
2x4
, 3 W 3 5
1
1 4
6
ti 2 N
Io
3x5 = 9 8 7 5x6 =
3x5 = 3x5 = 3x5 =
7-1-7 13-10-1 20-9-0
7-1-7 6-8-9 6-10-15
Plate Offsets
2:0-2-9 0-1-8
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in (loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.27
Vert(LL) -0.05 6-7 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.29
Vert(TL) -0.12 2-9 >999 180
BCLL 0.0
Rep Stress Incr YES
WB 0.14
Horz(TL) 0.03 6 n/a n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 95 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins.
BOT CHORD 2 X 4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 2 X 4 DF No.1&Btr *Except*
W1 2 X 4 DF Stud/Std, W4 2 X 4 DF Stud/Std
WEDGE
Right: 2 X 4 DF Stud/Std
REACTIONS (lb/size) 2=1163/0-3-8, 6=1035/0-5-8
Max Horz 2=237(load case 4)
Max Uplift2=-272(load case 5), 6=-195(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3=-1510/273, 3-4=-1308/330, 4-5=-1290/338, 5-6=-1488/278
BOT CHORD 2-9=-229/1143, 8-9=-631770, 7-8=-63/770, 6-7=-149/1112
WEBS 3-9=-391/229, 4-9=-156/528, 4-7=-163/501, 5-7=-361/226
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.0psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272 lb uplift at joint 2 and 195 lb uplift
at joint 6.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
Job Truss I Try iss Type
Qty Ply
O129KH B1 BLE 1 1
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 Job Reference (optional)
6.400 s Aug 12006 MiTek Industries, Inc. Wed Jan 31 07:58:16 2007 Page 1
21-3-12
21-3-12
2x4 11 Scale=1:62.1
3x5 11
12
6.00 12 2x4 11 11
2x4 11 10
2x4 11 9
2x4 11 8 T
2x4 II 2x4 II 7 E 1 V2
' 3x5 -5-, 6 S19
2x4 115 g
2x4 11 3 4 5 6
4
S 3
q
1 2
0
0
3x5
22 21 20 19 18 17 16 15 14 13
2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 5x6 = 2x4 11 3x5 11
� 21-3-12
2x4 11
21-3-12
Plate Offsets 16:0-3-0 0-3-0
LOADING (psf) SPACING 2-" CSI DEFL in (toe) I/deft Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a 999 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.32 Vert(TL) n/a - n/a 999
BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 13 n/a n/a
BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight; 141 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2 X 4 DF No.1 &Btr except end verticals.
WEBS 2 X 4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except:
OTHERS 2 X 4 DF Stud/Std *Except* 10-0-0 oc bracing: 15-16,14-15,13-14.
ST8 2 X 4 DF No.1 &Btr, ST9 2 X 4 DF No.1 &Btr WEBS 1 Row at midpt 12-13, 10-15, 11-14
ST10 2 X 4 DF No. 1&Btr
REACTIONS (lb/size) 13=44/21-3-12, 1=142/21-3-12, 22=356/21-3-12, 21=145/21-3-12, 20=218/21-3-12, 19=200/21-3-12,
18=206/21-3-12, 17=201/21-3-12, 16=205/21-3-12, 15=213/21-3-12, 14=169/21-3-12
Max Horz 1=437(load case 4)
Max Upliftl3=-78(load case 4), 22=-120(load case 5), 21=49(load case 5), 20=-74(load case 5), 19=-68(load case 5),
18=-70(load case 5), 17=-67(load case 5), 16=-77(load case 5), 15=49(load case 5), 14=-100(load case 5)
Max Grav 13=88(load case 3), 1=155(load case 4), 22=356(load case 1), 21=145(load case 1), 20=218(load case 1),
19=200(load case 1), 18=206(load case 1), 17=201(load case 1), 16=205(load case 1), 15=213(load case 1)
, 14=169(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-372/72, 2-3=-328/26, 34=-303/27, 4-5=-299/43, 5-6=-274/45, 6-7=-245/58, 7-8=-217/72, 8-9=-188/86,
9-10=-160/100, 10-11=-132/116, 11-12=-51/53, 12-13=-68/119
BOT CHORD 1-22=-88/115, 21-22=-88/115, 20-21=-88/115, 19-20=-88/115, 18-19=-88/115, 17-18=-88/115, 16-17=-88/115,
15-16=-89/114, 14-15=-89/114, 13-14=-89/114
WEBS 2-22=-274/134, 3-21=-135/71. 5-20=-181/92, 6-19=-170187, 7-18=-173/89, 8-17=-171/88, 9-16=-173/89,
10-15=-179/97, 11-14=-153/166
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.Opsf, BCDL=4.8psf, Category ll; Exp C; enclosed; MWFRS gable end zone; 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 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Gable requires continuous bottom chord bearing.
6) Gable studs spaced at 2-M oc.
7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 13, 120 lb uplift at
joint 22, 49 lb uplift at joint 21, 74 lb uplift at joint 20, 68 lb uplift at joint 19, 70 lb uplift at joint 18, 67 lb uplift at joint 17, 77 lb uplift
at joint 16, 49 lb uplift at joint 15 and 100 lb uplift at joint 14.
8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
lss
O129KH B2��OF TRUSS 5 1
FRANKLIN BUILDING SUPPLY, JEROME. ID. 33338 Job Reference o Gonal
6.400 s Aug 12006 MiTek Industries, Inc. Wed Jan 31 07:58:17 2007
21-9-0
-1-6-0 4-0-0 6-5-8 13-2-1 19-10-10 1-3-12
1-6-0 4-0-0 2-5-8 6-8-9 6-8-9 K %Z Scale = 1:61,
26,"
8
LO
N
LO
13 6-*J 21-9-0
4-0-0 9yA612-12-,eA = 13-2-1 19-10-10 21-3-12 ,
4-M 2-2-12 6-8-9 6-8-9 1-5-2
0-2-12 0-5-4
LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP
TCLL 35.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.03 10-11 >999 360 MT20 220/195
TCDL 8.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.08 10-11 >999 180
BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 9 n/a n/a
BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 116 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2 X 4 DF No.1 &Btr except end verticals.
WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
6-0-0 oc bracing: 11-12.
REACTIONS (lb/size) 9=828/0-5-8, 2=452/0-3-8, 12=1951/0-5-8
Max Horz2=380(load case 5)
Max Uplift9=-253(load case 5), 2=-66(load case 5), 12=494(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3=-266/0, 3-4=-277/503, 4-5=-1065/156, 5-6=-904/162, 6-7=-506/68, 7-8=-167/93, 8-9=-100/241
BOT CHORD 2-13=-145/156, 12-13=-145/156, 11-12=-458/30, 10-11=-315/895, 9-10=-91/277
WEBS 3-13=0/73, 3-12=-650/157, 4-12=-1268/432, 4-11=-294/1214, 6-11=-463/209, 6-10=-522/237, 7-10=-117/490,
7-9=-1108/373
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft, TCDL=4.Opsf, BCDL=4.8psfi Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 9, 66 lb uplift at
joint 2 and 494 lb uplift at joint 12.
5) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 510 lb down and 120 lb up at
4-1-12 on top chord. The design/selection of such connection device(s) is the responsibility of others.
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: 1-3=-86, 3-8=-111(F=-25), 2-12=-16, 10-12=-16, 9-10=-16
Concentrated Loads (lb)
Vert: 3=-510(F)
0129KH J B3 �wOOF TRUSS
M
if
O
21-9-0
1-6-0 4-1-12 8-11-0 14-4-13 19-10-10 1-3-12
1-6-0 4-1-12 4-9-4 5-5-13 5-5-13 1%-?-
20-541
1
8
f%f% r_ w n
3x0 = 14 13
3x5 = 2x4 11 21-9-0
4-1-12 8-8-4 ZI 0— 14-4-13 19-10-1p 1-3-12
4-1-12 4-6-8 0-2-12 5-5-13 5-5-13 1-5-2
0-5-4
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
NO
BCDL
8.0
Code IRC2003/TPI2002
LUMBER
TOP CHORD 2 X 4 DF No.1 &Btr
BOT CHORD 2 X 4 DF No. 18Btr *Except*
132 2 X 4 DF Stud/Std
WEBS 2 X 4 DF Stud/Std
Inc.
31
Scale: 3/16"
CS1
DEFL in
(loc) I/deft L/d PLATES GRIP
TC 0.45
Vert(LL) -0.03
14 >999 360 MT20 220/195
BC 0.55
Vert(TL) -0.04
14 >999 180
WB 0.71
Horz(TL) 0.01
9 n/a n/a
(Matrix)
Weight: 123 lb
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-8-9 oc purlins,
except end verticals.
BOT CHORD
Rigid ceiling directly applied or 3-5-8 oc bracing.
REACTIONS (lb/size) 9=623/0-5-8, 2=943/0-3-8, 13=2171 /0-5-8
Max Horz 2=380(load case 5)
Max Uplift9=-200(load case 5), 2=-184(load case 5), 13=-548(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3=-1333/82, 3-4=-278/596, 4-5=-274/724, 5-6=-609/77, 6-7=-374/54, 7-8=-121/71, 8-9=-52/139
BOT CHORD 2-14=-357/1110, 13-14=-20/49, 12-13=-2116/562, 5-12=-1257/405, 11-12=-570/51, 10-11=-186/471, 9-10=-81/195
WEBS 3-14=-214/142, 12-14=-346/1091, 3-12=-1682/407, 5-11=-203/953, 6-11=-467/178, 6-10=-226/148, 7-10=-89/293,
7-9=-778/278
NOTES
1) Wind: ASCE 7-02. 90mph; h=25ft; TCDL=4.Opsfi BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint 9, 184 lb uplift at
joint 2 and 548 lb uplift at joint 13.
5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 510 lb down and 120 lb up at
4-1-12, and 510 lb down and 120 lb up at 4-1-12 on top chord. The design/selection of such connection device(s) is the
responsibility of others.
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 (plf)
Vert: 1-3=-86, 3-8=-111(F=-25), 2-13=-16, 10-12=-16, 9-10=-16
Concentrated Loads (lb)
Vert: 3=-1020(F=-510)
0129KH I B4 I F TRUSS 12 1 11 '"0'
n
0
6.400 s Aug 1 2006 MiTek
,-1-6-0, 4-8-12 8-11-0_ 13-10-0 19-0-8
1-6-0 4-8-12 4-2-4 4-11-0 5-2-8
4x8 Scale = 1
7
oxo— 12 11
3x5 = 2x4 11
4-8-12 8-11-0 13-10-0 19-0-8
4-8-12 4-24 4-11-0 5-2-8
1
LOADING (psf)
SPACING
2-0-0
CSI
DEFL in
(loc) I/defl Ud
PLATES GRIP
TCLL 35.0
Plates Increase
1.15
TC 0.40
Vert(LL) -0.01
8-9 >999 360
MT20 220/195
TCDL 8.0
Lumber Increase
1.15
BC 0.32
Vert(TL) -0.02
2-12 >999 180
BCLL 0.0
Rep Stress Incr
YES
WB 0.21
Horz(TL) -0.00
14 n/a n/a
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
Weight: 109 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No. 1&Btr
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc pudins,
BOT CHORD 2 X 4 DF No.1 &Btr *Except*
except end verticals.
B2 2 X 4 DF Stud/Std
BOT CHORD
Rigid ceiling directly applied or 5-5-12 oc bracing.
WEBS 2 X 4 DF Stud/Std *Except'
W10 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 2=507/0-3-8, 11=1117/0-5-8, 14=406/0-3-8
Max Horz2=425(load case 5)
Max Uplift2=-65(load case 5), 11=-291(load case 5), 14=-175(load case 5)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=0/59, 2-3=-365/0, 3-4=-172/0, 4-5=-220/295, 5-6=-413/4, 6-7=-416/123, 8-13=0/90, 7-13=0/90
BOT CHORD 2-12=-159/238, 11-12=-13/2, 10-11=-1087/305, 5-10=-737/265, 9-10=-211/0, 8-9=-31/85
WEBS 3-12=0/140, 4-10=-470/123, 5-9=-91/480, 6-9=-442/228, 10-12=-153/243, 7-9=-203/364, 7-14=-408/176,
13-14=-20/43
NOTES
1) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
4) Bearing at joint(s)14 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 capable of withstanding 65 Ib uplift at joint 2, 291 Ib uplift at
joint 11 and 175 lb uplift at joint 14.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
0129KH IC1 ( LF I It .1 1 '"M�
I Job Reference (optional)
s Aug 12006 MiTek Industries, Inc. Wed Jan 31 07:58:19 2007 Page
7-4-10 25-0-8
7-4-10 17-7-14
3x5 = Scale = 1:
6.00 12 6
29 28 27 26 25 24 23 22 21 20 19 18 17 3x5
Y
-o
0
3x5 =
5x6 =
f--
25-0-8
-�
25-0-8
Plate Offsets
6:0-2-8 Ed a 21:0-240-0-4
-
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
^S?
TC 0.19
DEFL in
(loc) Vdefl L/d
PLATES GRIP
TCDL 8.0
Lumber Increase 1.15
BC 0.08
Vert(LL) n/a
1 Vert(TL) n/a
- n/a 999
- n/a qQ9
MT20 220/195
BCLL 0.0
Rep Stress Incr NO
WB 0.16
Horz(TL) 0.01
16 ni2 n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 159 lb
LUMBER
BRACING
TOP CHORD 2 X 4 DF No.1&Btr
BOT CHORD 2 X 4 DF No. 1&Btr
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins,
WEBS 2 X 4 DF Stud/Std
BOT CHORD
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 DF Stud/Std *Except*
ST2 2 X 4 DF No.1 &Btr, ST6 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 29=126/25-0-8, 26=189/25-0-8, 27=203/25-0-8, 28=218/25-0-8, 25=188/25-0-8, 24=206/25-0-8,
23=204/25-0-8, 22=204/25-0-8, 20=203/25-0-8, 19=207/25-0-8, 18=192125-0-8, 17=245/25-0-8,
16=92/25-0-8
Max Horz 29=-257(load case 3)
Max Uplift29=-52(load case 5), 27=-79(load case 5), 28=-89(load case 5), 25=-20(load case 3), 24=-82(load case 6),
23=-68(load case 6), 22=-69(load case 6), 20=-69(load case 6), 19=-70(load case 6), 18=-65(load case 6),
17=-830oad case 6), 16=-16(load case 4)
Max Grav29=126(load case 1), 26=189((oad case 1), 27=206(load case 9), 28=218(load case 9), 25=188(load case 1)
, 24=208(load case 10), 23=204(load case 1), 22=204(load case 10), 20=203(load case 1), 19=207(load
case 10), 18=192(load case 1), 17=245(load case 10), 16=92(load case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-29=-73188, 1-2=-67/86, 2-3=41/90, 34=-46/134, 4-5=47/188, 5-6=-40/177, 6-7=40/179, 7-8=46/201,
8-9=-09/162, 9-10=-77/131, 10-11=-106/107, 11-12=-134/93, 12-13=-163R9, 13-14=-184/65, 14-15=-191/59,
15-16=-221/51
BOT CHORD 28-29=-36/208, 27-28=-36/208, 26-27=-36/208, 25-26=-36/208, 24-25=36/208, 23-24=-36/208, 22-23=-36/208,
21-22=-36/208, 20-21=-36/208, 19-20=-36/208, 18-19=-36/208, 17-18=-36/208, 16-17=-36/208
WEBS 5-26=-159/11, 4-27=-174/106, 3-28=-184/83, 2-29=-104/62, 7-25=-159/37, 8-24=-176/101, 9-23=-172/87,
10-22=-172/88, 11-20=-172/88, 12-19=-173/89, 13-18=-166/86, 15-17=-194/96
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind ASCE 7-02; 90mph; h=25t1; TCDL=4.Opsf; BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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) All plates are 2x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 29, 79 lb uplift at
joint 27, 89 lb uplift at joint 28, 20 lb uplift at joint 25, 82 lb uplift at joint 24, 68 lb uplift at joint 23, 69 lb uplift at joint 22, 69 lb uplift
Cont; oind o0ri bae
70 lb uplift at joint 19, 65 lb uplift at joint 18, 83 lb uplift at joint 17 and 16 lb uplift at joint 16.
Job
Truss
T-•--tsType
Qty
0129KH
C2
1�OF TRUSS
7FRANKLIN
7lic
RLIILnwr: CIIpp1
v i=anRAC in olego
D RE
v.yuu s Aug 1 zuub mi I ex Industries, Inc. Wed Jan 31 07:58:21 2007 Pane 1
-0A-1 7-2-14 I 12-11-15 18 8 15 25 0 8 ,26-6 8,
0-3-8 7-2-14 5-9-1 5-9-1 6-3-9 1-6-0
06 = Scale = 1:53
6.00 12
2
IL I 10 9 8 0�0 —
2x4 II 4x8 = 3x5 = 3x5 = 2x4 II
-OLD-8 7-2-14
12-11-15
18-8-15 25-0-8
0-3-8 7-2-14
5-9-1
5-9-1 6-3-9
Plate Offsets X
1:0-3-0 0-1-8
LOADING (psf)
TCLL 35.0
SPACING 2-0-0
Plates Increase 1.15
CSI
TC 0.57
DEFL
in
(loc) I/deft Ud
PLATES GRIP
TCDL 8.0
Lumber Increase 1.15
BC 0.37
Vert(LL)
Vert(TL)
-0.07
-0.13
8 >999 360
8-10 >999 180
MT20 220/195
BCLL 0.0
BCDL 8.0
Rep Stress lncr YES
Code IRC2003/TP12002
WB 0.49
(Matrix)
Horz(TL)
0.04
6 n/a n/a
Weight: 136 lb
LUMBER
TOP CHORD 2 X 4 DF No. 1&Btr
BRACING
BOT CHORD 2 X 4 DF No.1&Btr
TOP CHORD
Structural wood sheathing directly applied or 4-1-9 oc purlins,
WEBS 2 X 4 DF No. 1&Btr *Except*
BOT CHORD
except end verticals.
Rigid ceiling directly applied or 10-0-0 oc bracing.
W3 2 X 4 DF Stud/Std, W4 2 X 4 DF Stud/Std, W5 2 X 4 DF Stud/Std
WEBS
1 Row at midpt 2-11, 3-11, 1-12
REACTIONS (lb/size) 12=125210-5-8, 6=1418/0-5-8
Max Horz 12=-290(load case 3)
Max UPliftl 2=-241 (load case 6), 6=-353(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-969/273, 2-3=-938/262, 3-4=-1458/347, 4-5=-1573/328, 5-6=-2227/419, 6-7=0/59, 1-12=-1188/275
BOT CHORD 11-12=-28/246, 10-11=-82/1304, 9-10=-251/1870, 8-9=-251/1870, 6-8=-251/1870
WEBS 2-11=-52/286, 3-11=-846/282, 3-10=-52/401, 5-10=-646/214, 5-8=0/231, 1-11=-146/863
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.Opsf, BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 nonooncurrent with any other live loads.
4) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 12 and 353 lb uplift
at joint 6.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
129KH I C3 I kW6F TRUSS 12 1 11 'ftv'
, JEROME, ID. 83338 6.400 s Aug 12006 MiTek Industries, Inc. Wed Jan 31
5-3-3 10-2-14 15-11-15 21-8-15 28-0-8 29-6-8
5-3-3 4-11-11 5-9-1 5-9-1 6-3-9 1-6-0
4x6 = Scale =1:55
6.00 F12 3
14 13 12 11 10 9 4x0 =
2x4 11 3x5 = 4x8 = 3x5 = 3x5 = 2x4 11
5-3-3 10-2-14 15-11-15 21-8-15 28-0-8 ,
5-3-3 4-11-11 5-9-1 5-9-1 6-3-9
LOADING (psQ
SPACING 2-0-0
CSI
TCLL 35.0
Plates Increase 1.15
TC 0.75
TCDL 8.0
Lumber Increase 1.15
BC 0.41
BCLL 0.0
Rep Stress Incr YES
WB 0.49
BCDL 8.0
Code IRC2003/TPI2002
(Matrix)
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/Std *Except*
W2 2 X 4 DF No.1 &Btr, W3 2 X 4 DF No.1 &Btr
W4 2 X 4 DF No.1 &Btr
DEFL
in
(loc)
I/defl
Ud
PLATES GRIP
Vert(LL)
-0.09
9-10
>999
360
MT20 2201195
Vert(TL)
-0.17
9-10
>999
180
Horz(TL)
0.06
7
n/a
n/a
Weight: 158 lb
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 4-12, 1-14
REACTIONS (lb/size) 14=1406/0-3-8, 7=1570/0-5-8
Max Horz 14=-246(load case 3)
Max Uplift14=-248(load case 5), 7=-383(load case 6)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1 144/259,2-3=-1250/348, 3-4=-1269/329, 4-5=-1797/412, 5-6=-1908/394, 6-7=-2551/483, 7-8=0/59,
1-14=-1357/271
BOT CHORD 13-14=-44/219, 12-13=-98/939, 11-12=-146/1607, 10-11=-146/1607, 9-10=-307/2155, 7-9=-307/2155
WEBS 2-13=-610/153, 2-12=-86/291, 3-12=-143/571, 4-12=-849/286, 4-10=-46/395, 6-10=-630/210, 6-9=0/226,
1-13=-170/1121
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.Opsf; BCDL=4.8psfi Category !I; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 14 and 383 lb uplift
at joint 7.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSI/TPI 1.
LOAD CASE(S) Standard
JUL? 1 cuss Tr - Type Qty Ply —
0129KH IC4 lkwOF TRUSS 11 1
6.400 s
Jan 31 07:29:50 2007 Page 1
5-9-3 11-2-14 16-11-15 22-8-15 29-0-8 30-6-8
5-9-3 5-5-11 5-9-1 5-9-1 6-3-9 1-6-0
4x6 = Scale = 1
6.00 12 3
14 13 12 11 10 g 4X6 =
2x4 11 3x5 = 4x8 = 3x5 = 2x4 11
3x5 =
5-9-3
5-9-3
11-2-14 16-11-15
5-5-11 5-9-1
22-8-15
5-9-1
29-0-8
6-3-9
LOADING (psf)
SPACING
2-0-0
CSI
DEFL
in
(loc) I/deft
Ud
PLATES GRIP
TCLL
35.0
Plates Increase
1.15
TC 0.92
Vert(LL)
-0.10
9-10 >999
360
MT20 220/195
TCDL
8.0
Lumber Increase
1.15
BC 0.42
Vert(TL)
-0.18
9-10 >999
180
BCLL
0.0
Rep Stress Incr
YES
WB 0.53
Horz(TL)
0.06
7 n/a
n/a
BCDL
8.0
Code 1RC2003/TPI2002
(Matrix)
Weight: 160 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/Std *Except*
W2 2 X 4 DF No.1 &Btr, W3 2 X 4 DF No.1 &Btr
W4 2 X 4 DF No.1 &Btr, EV1 2 X 4 DF Stud
REACTIONS (lb/size) 14=1457/0-5-8, 7=1621/0-5-8
Max Horz 14=-231(load case 3)
Max Upliftl4=-262(load case 5), 7=-392(load case 6)
BRACING
TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins,
except end verticals.
BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
WEBS 1 Row at midpt 2-12. 4-12
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-2=-1333/281, 2-3=-1376/367, 3-4=-1382/349, 4-5=-1906/432, 5-6=-2019/414, 6-7=-2660/503, 7-8=0/59,
1-14=-1404/285
BOT CHORD 13-14=-54/206, 12-13=-139/1101, 11-12=-165/1705, 10-11=-165/1705, 9-10=-325/2252, 7-9=-325/2252
WEBS 2-13=-547/150, 2-12=-161/233, 3-12=-157/653, 4-12=-848/285, 4-10=-46/393, 6-10=-629/210, 6-9=0/226,
1-13=-179/1207
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.Opsf, BCDL=4.8pst, Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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 requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 14 and 392 lb uplift
at joint 7.
6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and
referenced standard ANSVI-PI 1.
LOAD CASE(S) Standard
Job
Truss
T Type
Qty
Ply
10129KH
C5
ALE
1
1
�
Job Reference (optional)
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.400 s Aug 12006 MTek Industries, Inc. Wed Jan 31 07:29:51 2007 Page 1
11-2-14 29-0-8 ,
11-2-14 17-9-10
Scale = 1:53.5
3x5 =
7
6.00 F12 6 8
5 9
4 10
3 11
2 S72 S77 12
'S73
8
' 1 74 9 13 3x5
5 S 0
ST 1 14 15
1 Stu
16
S
17
-o
CS
31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x5
5x6 =
29-0-8 J
r
29-0-8
Plate Offsets MY): :
7:0-2-8 Ede 23:0-3-0 0-3-0
LOADING (psf)
SPACING 2-0-0
CSI
DEFL in floc) I/detl Ud
PLATES GRIP
TCLL 35.0
Plates Increase 1.15
TC 0.16
Vert(LL) n/a - n/a 999
MT20 220/195
TCDL 8.0
Lumber Increase 1.15
BC 0.05
Vert(TL) n/a - n/a 999
BCLL 0.0
Rep Stress Incr NO
WB 0.16
Horz(TL) 0.01 17 n1a n/a
BCDL 8.0
Code IRC2003/TP12002
(Matrix)
Weight: 175 lb
LUMBER BRACING
TOP CHORD 2 X 4 DF No.1 &Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,
BOT CHORD 2 X 4 DF No.1 &Btr except end verticals.
WEBS 2 X 4 DF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.
OTHERS 2 X 4 DF Stud/Std "Except* WEBS 1 Row at midpt 6-26, 8-25
ST2 2 X 4 DF No.1 &Btr, ST7 2 X 4 DF No.1 &Btr
REACTIONS (lb/size) 31=110/29-0-8, 26=187/29-0-8, 27=206/29-0-8, 28=205/29-0-8, 29=199/29-0-8, 30=225/29-0-8,
25=188/29-0-8. 24=204/29-0-8, 23=203129-0-8, 22=206/29-0-8, 21=203/29-0-8, 20=208/29-0-8,
19=188/29-0-8, 18=256/29-0-8, 17=102/29-0-8
Max Horz 31 =-203(load case 3)
Max Uplift31=-35(load case 6), 27=-89(load case 5), 28=-69(load case 5), 29=-61(load case 5), 30=-100(load case 5),
24=-85(load case 6), 23=-67(load case 6), 22=-68(load case 6), 21=-69(load case 6), 20=-70(load case 6),
19=-64(load case 6), 18=-87(load case 6), 17=-28(load case 4)
Max Grav31=110(load case 1), 26=187(load case 1), 27=209(load case 9), 28=205(load case 1), 29=199(load case 1)
, 30=226(load case 9), 25=188(load case 1), 24=206(load case 10), 23=203(load case 1), 22=206(load case
10), 21=203(load case 1), 20=208(load case 1), 19=188(load case 1), 18=256(load case 10), 17=102(load
case 1)
FORCES (lb) - Maximum Compression/Maximum Tension
TOP CHORD 1-31=-91/54, 1-2=-48/61, 2-3=-50/107, 3-4=-48/152, 4-5=-48/198, 5-6=49/253, 6-7=-42/228, 7-8=42/230,
8-9=-49/266, 9-10=-48/225, 10-11=-52/195, 11-12=-60/163, 12-13=-89/130, 13-14=-117/108, 14-15=-139/94,
15-16=-145/88, 16-17=-177/80
BOT CHORD 30-31=-60/171, 29-30=-60/171, 28-29=-60/171, 27-28=-60/171, 26-27=-60/171, 25-26=-60/171, 24-25=-60/171,
23-24=-60/171, 22-23=-60/169, 21-22=-60/169, 20-21=-60/169, 19-20=-60/169, 18-19=-60/169, 17-18=-60/169
WEBS 6-26=-157/0, 5-27=-176/108, 4-28=-173/86, 3-29=-167/85, 2-30=-193/102, 8-25=-157/15, 9-24=-176/103,
10-23=-171/86, 11-22=-172/88, 12-21=-172/88, 13-20=-174/89, 14-19=-163/85, 16-18=-202/100
NOTES
1) Unbalanced roof live loads have been considered for this design.
2) Wind: ASCE 7-02; 90mph; h=25ft; TCDL=4.0psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever
left and right exposed; end vertical 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) All plates are 2x4 MT20 unless otherwise indicated.
6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection.
7) Gable requires continuous bottom chord bearing.
8) Gable studs spaced at 2-0-0 oc.
Continued on page 2
Job Truss Tr Type Qty Ply
0129KH C5 C§I�dLE 1 1 �✓
Job Reference o tonal
FRANKLIN BUILDING SUPPLY, JEROME, ID. 83338 6.400 s Aug 12006 MiTek Industries, Inc. Wed Jan 31 07:29:51 2007 Page 2
NOTES
9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 31, 89 lb uplift at joint 27, 69 lb uplift at joint 28, 61 lb uplift
at joint 29, 100 lb uplift at joint 30, 85 lb uplift at joint 24, 67 lb uplift at joint 23, 68 lb uplift at joint 22, 69 lb uplift at joint 21, 70 lb uplift at joint 20, 64 lb uplift at joint 19, 87
lb uplift at joint 18 and 28 lb uplift at joint 17.
10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1.
LOAD CASE(S) Standard