GH roof trussesSPECIAL INSTRUCTIONS:
*BASED ON 5/18/11 FOR BUILDING SET.
*DRAWINGS PROVIDED ARE NOT FOR CONSTRUCTION-FOR REVIEW ONLY.
QUOTE # Q1103376
PAGE 1
DATE QUOTED:05/31/11
VALID UNTIL:06/28/11
PRINTED ON:05/31/11
24 West St.
West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
Attn:DOUG HODGINS
MANUFACTURERS OF ROOF & FLOOR TRUSSES
181 GOODWIN ST
PO BOX 51027
INDIAN ORCHARD, MA 01151
Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187
Quote To:
Phone:
Job:GREER HELMUTH RESIDENCE
158 BAKER HILL ROAD EXT.
NORTHAMPTON, MA
JEFFREY BOTT CONTRACTING
Brian TetreaultQuoted By:
Requested By:DOUG HODGINS
CONTRACTOR QUOTE
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS IDPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
UNIT
WEIGHT
SHIPPING HEIGHT
LAYOUTBRT05/31/11
0110.00 0.00 04-04-15
01-04-00
2 X 42 X 4
Jack-Open
4 04-04-15 1405-02-00
0210.00 0.00 02-04-15
01-04-00
2 X 42 X 4
Jack-Open
4 02-04-15 903-06-00
0310.00 0.00 06-06-00
01-04-00
2 X 42 X 4
Jack-Closed
2 06-06-00 2606-10-14
03A10.00 0.00 06-06-002 X 42 X 4
Jack-Closed
7 06-06-00 2406-05-00
04 7.07 0.00 01-07-11
01-10-10
2 X 42 X 4
Jack-Open
1 01-07-11 702-05-00
05 6.09 0.00 02-01-04
01-00-00
2 X 42 X 4
Jack-Open
2 02-01-04 601-10-13
06 5.00 0.00 02-00-02
01-04-00
2 X 42 X 4
Jack-Open
2 02-00-02 601-08-08
07 5.00 0.00 04-06-08
01-04-00
2 X 42 X 4
Jack-Closed
4 04-06-08 1402-09-03
10 7.00 0.00 01-02-04
01-04-00
2 X 42 X 4
Jack-Open
1 01-02-04 602-04-05
11 7.00 0.00 02-06-11
01-04-00
2 X 42 X 4
Jack-Open
1 02-06-11 903-01-14
12 7.00 0.00 04-00-00
01-04-00
2 X 42 X 4
Jack-Closed
4 04-00-00 1704-00-00
13 4.79 0.00 03-05-02
01-04-00
2 X 42 X 4
Jack-Open
1 03-05-02 1002-09-08
20 7.00 0.00 05-03-11
01-04-00
2 X 42 X 4
Jack-Closed
8 05-03-11 1904-02-09
21 7.00 0.00 03-03-11
01-04-00
2 X 42 X 4
Jack-Open
8 03-03-11 1003-00-09
22 7.00 0.00 01-03-11
01-04-00
2 X 42 X 4
Jack-Open
8 01-03-11 501-10-09
23 7.00 0.00 07-04-12
01-04-00
2 X 42 X 4
Jack-Closed
6 07-04-12 3105-05-02
CJ1 7.07 0.00 09-00-13
01-10-10
2 X 42 X 4
Diagonal Hip
2 09-00-13 4606-09-08
CJ2 3.86 0.00 05-09-05
01-08-07
2 X 42 X 4
Diagonal Hip
2 05-09-05 2102-08-09
CJ3 3.95 0.00 06-10-13 00-00-09
02-04-05
2 X 42 X 4
Diagonal Hip
1 06-10-13 3403-11-04
CJ4 4.95 0.00 10-04-00
01-10-10
2 X 42 X 6
Diagonal Hip
4 10-04-00 5305-04-04
SPECIAL INSTRUCTIONS:
*BASED ON 5/18/11 FOR BUILDING SET.
*DRAWINGS PROVIDED ARE NOT FOR CONSTRUCTION-FOR REVIEW ONLY.
QUOTE # Q1103376
PAGE 2
DATE QUOTED:05/31/11
VALID UNTIL:06/28/11
PRINTED ON:05/31/11
24 West St.
West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
Attn:DOUG HODGINS
MANUFACTURERS OF ROOF & FLOOR TRUSSES
181 GOODWIN ST
PO BOX 51027
INDIAN ORCHARD, MA 01151
Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187
Quote To:
Phone:
Job:GREER HELMUTH RESIDENCE
158 BAKER HILL ROAD EXT.
NORTHAMPTON, MA
JEFFREY BOTT CONTRACTING
Brian TetreaultQuoted By:
Requested By:DOUG HODGINS
CONTRACTOR QUOTE
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS IDPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
UNIT
WEIGHT
SHIPPING HEIGHT
LAYOUTBRT05/31/11
G1
1
10.00 0.00 29-00-00
01-04-0001-04-00
2 X 42 X 6
Hip Truss
2 Ply 29-00-00 16906-10-14
G2
1
6.09 0.00 13-09-002 X 42 X 6
Hip Truss
2 Ply 13-09-00 5402-04-01
G20
2
7.00 0.00 18-09-08
01-04-0001-04-00
2 X 42 X 6
Hip Truss
2 Ply 18-09-08 9905-05-02
G3
1
10.00 0.00 19-08-002 X 62 X 8
Hip Truss
2 Ply 19-08-00 21413-02-04
H110.00 0.00 29-00-00
01-04-0001-04-00
2 X 42 X 4
Hip Truss
1 29-00-00 15008-06-14
H210.00 0.00 30-06-00
01-04-0001-04-00
2 X 42 X 4
Hip Truss
1 30-06-00 16310-02-14
H310.00 0.00 30-06-00
01-04-0001-04-00
2 X 42 X 4
Hip Truss
1 30-06-00 18211-10-14
H4G10.00 0.00 34-00-08
01-04-0001-04-00
2 X 42 X 4
Special Truss
1 34-00-08 18711-02-15
H510.00 0.00 34-00-08
01-04-00
2 X 42 X 4
Special Truss
1 34-00-08 17711-02-15
H610.00 0.00 34-11-00
01-04-00
2 X 42 X 4
Special Truss
1 34-11-00 17011-02-15
H710.00 0.00 34-11-00
01-04-00
2 X 42 X 4
Special Truss
1 34-11-00 17911-02-15
M110.00 0.00 13-07-082 X 42 X 4
Half Hip Truss
7 13-07-08 7810-03-04
M2 4.79 0.00 12-03-12
01-04-00
2 X 42 X 4
Monopitch
1 12-03-12 6106-04-01
M3-3.50 0.00 19-04-002 X 42 X 4
Monopitch
1 19-04-00 9108-10-11
M3G
1
-3.50 0.00 18-04-13 00-00-122 X 42 X 6
Monopitch
2 Ply 18-04-13 12708-07-06
S110.0010.00 16-06-082 X 42 X 4
Special Truss
1 16-06-08 7908-04-11
S210.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 8708-04-11
S310.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 9108-04-11
S4 0.0010.00 16-06-082 X 42 X 4
Special Truss
1 16-06-08 11207-06-01
S5 0.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 11309-02-01
SPECIAL INSTRUCTIONS:
*BASED ON 5/18/11 FOR BUILDING SET.
*DRAWINGS PROVIDED ARE NOT FOR CONSTRUCTION-FOR REVIEW ONLY.
QUOTE # Q1103376
PAGE 3
DATE QUOTED:05/31/11
VALID UNTIL:06/28/11
PRINTED ON:05/31/11
24 West St.
West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
Attn:DOUG HODGINS
MANUFACTURERS OF ROOF & FLOOR TRUSSES
181 GOODWIN ST
PO BOX 51027
INDIAN ORCHARD, MA 01151
Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187
Quote To:
Phone:
Job:GREER HELMUTH RESIDENCE
158 BAKER HILL ROAD EXT.
NORTHAMPTON, MA
JEFFREY BOTT CONTRACTING
Brian TetreaultQuoted By:
Requested By:DOUG HODGINS
CONTRACTOR QUOTE
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS IDPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
UNIT
WEIGHT
SHIPPING HEIGHT
LAYOUTBRT05/31/11
S6 0.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 13110-10-01
S6A 0.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 14110-10-01
S7 0.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 14912-06-01
S7A 0.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 16112-06-01
S8 0.0010.00 16-06-082 X 42 X 4
Half Hip Truss
1 16-06-08 16213-07-14
S9 0.0010.00 16-06-082 X 62 X 4
Special Truss
1 16-06-08 12310-01-05
T110.00 0.00 31-10-08
01-04-00
2 X 42 X 4
Special Truss
1 31-10-08 18313-06-14
T1010.00 0.00 21-08-08
01-04-00
2 X 42 X 4
Special Truss
2 21-08-08 13010-08-13
T10A10.00 0.00 22-07-002 X 42 X 4
Special Truss
3 22-07-00 12410-02-15
T1110.00 0.00 21-08-08 04-08-00
01-04-00
2 X 42 X 4
Special Truss
2 21-08-08 13110-08-13
T11A10.00 0.00 17-00-082 X 42 X 4
Special Truss
3 21-08-08 11110-02-15
T12A10.00 0.00 29-10-00 00-00-062 X 42 X 4
Special Truss
1 29-10-00 16110-02-15
T12B10.00 0.00 29-11-13 00-00-062 X 42 X 4Special Truss 1 29-11-13 16110-02-15
T12C10.00 0.00 28-05-04 00-00-062 X 42 X 4
Special Truss
1 28-05-04 16010-02-15
T12D10.00 0.00 27-11-13 00-00-062 X 42 X 4
Special Truss
1 27-11-13 16010-02-15
T12E10.00 0.00 25-11-13 00-00-062 X 42 X 4
Special Truss
1 25-11-13 14410-02-15
T12F10.00 0.00 23-11-13 00-00-062 X 42 X 4
Special Truss
1 23-11-13 13410-02-15
T12G**.** 0.00 21-04-002 X 42 X 4
Special Truss
1 21-04-00 11710-04-12
T210.00 0.00 31-10-08
01-04-00
2 X 42 X 4
Special Truss
1 31-10-08 19313-06-14
SPECIAL INSTRUCTIONS:
*BASED ON 5/18/11 FOR BUILDING SET.
*DRAWINGS PROVIDED ARE NOT FOR CONSTRUCTION-FOR REVIEW ONLY.
QUOTE # Q1103376
PAGE 4
DATE QUOTED:05/31/11
VALID UNTIL:06/28/11
PRINTED ON:05/31/11
24 West St.
West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
Attn:DOUG HODGINS
MANUFACTURERS OF ROOF & FLOOR TRUSSES
181 GOODWIN ST
PO BOX 51027
INDIAN ORCHARD, MA 01151
Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187
Quote To:
Phone:
Job:GREER HELMUTH RESIDENCE
158 BAKER HILL ROAD EXT.
NORTHAMPTON, MA
JEFFREY BOTT CONTRACTING
Brian TetreaultQuoted By:
Requested By:DOUG HODGINS
CONTRACTOR QUOTE
QTYTYPE
SPAN LUMBER
TOPBOT
OVRHG / CANT
LEFTRIGHT
PITCH
TOPBOT TRUSS IDPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
UNIT
WEIGHT
SHIPPING HEIGHT
LAYOUTBRT05/31/11
T20 7.00 0.00 18-09-08
01-04-0001-04-00
2 X 42 X 4
Common Truss
4 18-09-08 8306-07-02
T310.00 0.00 30-06-00
01-04-0001-04-00
2 X 42 X 4
Special Truss
1 30-06-00 19013-06-14
T410.00 0.00 30-06-00
01-04-0001-04-00
2 X 42 X 4
Special Truss
1 30-06-00 20613-06-14
T510.00 0.00 19-08-00
01-04-00
2 X 42 X 4
Special Truss
1 19-08-00 19013-06-14
T6GE10.00 0.00 05-04-00
01-04-0001-04-00
2 X 42 X 4
Common Truss
1 05-04-00 2203-08-09
T7GE10.00 0.00 10-00-00
01-04-0001-04-00
2 X 42 X 4
Common Truss
1 10-00-00 4605-07-14
T8GE10.00 0.00 11-01-022 X 42 X 4
Common Truss
1 11-01-02 4805-07-07
T9SGE10.00 0.00 22-02-04
01-04-00
2 X 42 X 4
GABLE
1 22-02-04 15010-08-13
FT-IN-16
ITEM TYPEQTYSIZE LENGTH PART NUMBER NOTES
ITEMS
HUS26Std Roof Hangers 10 1-PLY HEAVY DUTY - 1950# IN
2x6 / 2695# IN 2x8
LUS26Hanger 20
LUS26Std Roof Hangers 10 1-PLY LIGHT DUTY - 805# IN 2x6 /
890# IN 2x8
SKHH28LSlope/Skew Roof 2 HEAVY DUTY 45 DEGREES SKEW
LEFT - 2170# IN 2x6 / 2510# IN 2x8
SUL26Hanger 4
SUR26Hanger 4
THJA26Hanger 6
THJU26-WHanger 3
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER ***
Approved By:Approval Date:
SUB-TOTAL
GRAND TOTAL
PO #:
DOUBLE ESCORT
Truss Engineering Corporation (TEC) strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate
Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific
specifications unless clearly defined otherwise in writing by TEC.
This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No
responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of
TEC's product on the structure as a whole. The building owner/owner's agent is solely responsible for verifying all
dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall
be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for
field verification of dimensions or special conditions.
The building owner/owner's agent is responsible for coordinating all construction details between trades. The truss
installer shall follow all BCSI recommendations, construction document specifications as well as any site specific
requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully
installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and
permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss
shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements,
ply to ply nailing, lateral web bracing, and truss spacing.
No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting
TEC and receiving engineering documents allowing such.
Requested Delivery Date:
T1
G1
H1
H2
H3
CJ
1
CJ1
01 02
01
02
01
02
0102
CJ3
11
10
13
CJ2
06
05
C
J
2
05
06
T2
T3
T4
T5
04
G3
G2
T6
G
E
S1 S2 S3 S4 S5 S6 S7S8
S7
A
S6
A
T7
GE
T8GE
T9 SGEH4G
H5
H6H7
M2
T12
A
T12
C
T12
B
T12
DT12ET12
F
T12
G
M3M3
G
S9
1-06-001-06-005-00-0013-09-0010-03-00
4-04-00
11
-
0
8
-
0
0
10
-
0
5
-
0
8
5-
0
4
-
0
0
3-11-08
9-
0
3
-
0
0
4-09-08
91
-
0
7
-
0
3
15
-
0
7
-
0
8
24
-
0
7
-
0
0
4-09-08
29-00-00
40
-
0
8
-
0
0
40
-
0
8
-
0
0
12-10-08
15
-
0
7
-
0
8
2-
0
6
-
0
0
7-06
-0
0
5-03
-0
0
10
-00-00
5-00-00
11-
0
1
-
0
2
11-
0
1
-
0
2
11-
1
0
-
0
4
10-11
-00
11-09-12
18-09-08
15-0
1-04 12-08-
0
8
03(2)
03A(7)
M1(7)
T10A(3)T10(2)
T11(2)
12(4)
T11A(3)
07(4)
2-06-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-00-00
2-0
0-00
WA
L
L
H
E
I
G
H
T
I
S
12
"
L
O
W
E
R
T
H
A
N
GA
R
A
G
E
CO
V
E
N
T
I
O
N
A
L
L
Y
F
R
A
M
E
D
2-
0
0
-
0
0
2-
0
0
-
0
0
2-
0
0
-
0
0
Job Number:This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to the ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsible for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss Engineering Corporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: Q1103376 Drawn By: Brian Tetreault Job Name:Jobsite: GREER HELMUTHRESIDENCE JEFFREY BOTT CONTRACTING158 BAKER HILL ROAD EXT. NORTHAMPTONMA
Job
Q1103376
Truss
01
Truss Type
Jack-Open Truss
Qty
4
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:04:17 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-S6yA54ge9W_z5lrqpArhNv8bb7IShQw88iF1mYzCIvi
Scale = 1:24.9
W1
T1
B11
2
5
3
4
4x4
3x4
4-4-15
4-4-15
-1-4-0
1-4-0
4-4-15
4-4-15
1-0-0
4-8-2
5-2-0
4-2-5
10.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.36
0.230.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.03
-0.04-0.04
(loc)
4-5
4-53
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 14 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-4-15 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =355/0-5-8 (min. 0-1-8)3 =144/Mechanical4 =48/MechanicalMax Horz5 =199(LC 8)Max Uplift5 =-36(LC 8)
3 =-108(LC 8)
4 =-5(LC 8)
Max Grav
5 =355(LC 1)3 =144(LC 1)4 =79(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-5=-319/99
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 36 lb uplift at joint 5, 108 lb uplift at joint 3 and 5 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
02
Truss Type
Jack-Open Truss
Qty
4
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:04:20 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-thdJj6jWSRMYyDaOUJOO_Xm7hKLZungbqgUhMszCIvf
Scale = 1:17.1
W1
T1
B11
2
5
3
4
2x4
4x4
2-4-15
2-4-15
-1-4-0
1-4-0
2-4-15
2-4-15
1-0-0
3-0-2
3-6-0
2-6-5
10.00 12
Plate Offsets (X,Y): [2:0-2-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.250.070.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
0.00-0.00-0.01
(loc)
4-54-53
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 9 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-4-15 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =273/0-5-8 (min. 0-1-8)3 =58/Mechanical4 =14/MechanicalMax Horz5 =136(LC 8)Max Uplift
5 =-51(LC 8)
3 =-52(LC 8)
4 =-7(LC 8)
Max Grav5 =273(LC 1)3 =58(LC 1)4 =39(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 51 lb uplift at joint 5, 52 lb uplift at joint 3 and 7 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
03
Truss Type
Jack-Closed Truss
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:04:46 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-W6gBd1Tg7J4fAzLV7iHH8rlGvdU8VNuX_djaw0zCJnV
Scale = 1:37.3
W1
T1 W2
B11
2
3
5 4
6
7
8
9
4x6
3x4
3x6
3x4
6-6-0
6-6-0
-1-4-0
1-4-0
6-6-0
6-6-0
1-0-0
6-5-0
6-10-14
10.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.61
0.350.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.07
-0.170.00
(loc)
4-5
4-54
l/defl
>999
>443n/a
L/d
240
180n/a
PLATES
MT20
Weight: 27 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =471/0-5-8 (min. 0-1-8)4 =382/MechanicalMax Horz5 =260(LC 8)Max Uplift5 =-30(LC 8)4 =-155(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-5=-408/99
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,Interior(1) 1-8-0 to 2-1-5, Exterior(2) 2-1-5 to 6-4-4 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 30 lb uplift at joint 5 and 155 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
03A
Truss Type
Jack-Closed Truss
Qty
7
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:04:55 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-lrjbW6aJ04CNlMXE85xO?ldnRGYA6R6r3XPYl?zCJnM
Scale = 1:37.3
W1
T1
W2
B1
1
2
4 3
5
6
4x6
4x4
3x6
3x4
6-6-0
6-6-0
6-6-0
6-6-0
1-0-0
6-5-0
10.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.69
0.350.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.07
-0.170.00
(loc)
3-4
3-43
l/defl
>999
>434n/a
L/d
240
180n/a
PLATES
MT20
Weight: 25 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)4 =336/Mechanical3 =396/MechanicalMax Horz4 =194(LC 8)Max Uplift3 =-161(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-4=-275/18
NOTES (11)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany 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 1-0-0 wide will fit between the bottom chord and
any other members, with BCDL = 10.0psf.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 161 lb uplift at joint 3.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
04
Truss Type
Jack-Open Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:05:19 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-2TAgYKsNMSEzd2NrY7N0zpczpxprkI3NaGDpbczCJn_
Scale: 1"=1'
W1
T1
B1
1
2
5
3
42x4
3x4
1-7-11
1-7-11
-1-10-10
1-10-10
1-7-11
1-7-11
1-0-0
1-11-10
2-5-0
1-6-10
7.07 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.34
0.090.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.00
0.00-0.01
(loc)
4-5
4-53
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 7 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 1-7-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =355/0-7-6 (min. 0-1-8)4 =-15/Mechanical3 =-23/MechanicalMax Horz5 =97(LC 8)Max Uplift5 =-134(LC 8)
4 =-19(LC 12)
3 =-65(LC 12)
Max Grav
5 =355(LC 1)4 =21(LC 4)3 =17(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-5=-310/169
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 134 lb uplift at joint 5, 19 lb uplift at joint 4 and 65 lb uplift at joint 3.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
05
Truss Type
Jack-Open Truss
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:05:50 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-eQYO2wEp3_8ZrpFot8QHkLOJERP4VJkyibDyAJzCJmV
Scale = 1:9.6
T1
B1
1
2
5
3
4
2x4
2-1-4
2-1-4
-1-0-0
1-0-0
2-1-4
2-1-4
0-4-12
1-5-9
1-10-13
0-4-11
1-0-14
6.09 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.13
0.030.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.00
-0.00-0.00
(loc)
2
2-43
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 7 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2BRACINGTOP CHORD
Structural wood sheathing directly applied or 2-1-4 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)3 =40/Mechanical2 =226/0-5-8 (min. 0-1-8)4 =18/MechanicalMax Horz2 =65(LC 8)Max Uplift3 =-19(LC 9)2 =-81(LC 8)
Max Grav
3 =42(LC 2)
2 =227(LC 2)
4 =36(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 19 lb uplift at joint 3 and 81 lb uplift at joint 2.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
06
Truss Type
Jack-Open Truss
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:06:22 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-iaTUmsduWpA1hjhyls?n15jnLKKc_nff3ZzfISzCJm?
Scale = 1:8.7
T1
B1
1
2
5
3
4
2x4
2-0-2
2-0-2
-1-4-0
1-4-0
2-0-2
2-0-2
0-5-5
1-3-6
1-8-8
0-4-7
0-10-15
5.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.19
0.030.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.00
-0.00-0.00
(loc)
2
2-43
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 7 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2BRACINGTOP CHORD
Structural wood sheathing directly applied or 2-0-2 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)3 =12/Mechanical2 =273/0-5-8 (min. 0-1-8)4 =17/MechanicalMax Horz2 =58(LC 8)Max Uplift3 =-41(LC 12)2 =-112(LC 8)
Max Grav
3 =15(LC 2)
2 =274(LC 2)
4 =34(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 41 lb uplift at joint 3 and 112 lb uplift at joint 2.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
07
Truss Type
Jack-Closed Truss
Qty
4
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:06:40 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-A2ZHY0rAHLRTrU3PoeK0muTqjbRUCw6JCNKcwPzCJlj
Scale = 1:13.7
T1
W1
B11
2
3
4
5
1.5x4
1.5x4
2x4
4-6-8
4-6-8
-1-4-0
1-4-0
4-6-8
4-6-8
0-5-5
2-4-1
2-9-3
5.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.32
0.180.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.02
-0.050.00
(loc)
2-4
2-4
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 15 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)4 =188/Mechanical2 =363/0-5-8 (min. 0-1-8)Max Horz2 =97(LC 8)Max Uplift4 =-45(LC 8)2 =-108(LC 8)
Max Grav
4 =210(LC 2)
2 =371(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 45 lb uplift at joint 4 and 108 lb uplift at joint 2.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
10
Truss Type
Jack-Open Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:07:01 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-35KDyC5LLo4VtjASXYCx6JrRw2d1dQJO18wDAhzCJlO
Scale = 1:14.1
W1
T1
B1
1
2
5
3
4
2x4
3x4
1-2-4
1-2-4
-1-4-0
1-4-0
1-2-4
1-2-4
1-8-0
2-4-5
0-4-15
1-11-6
7.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.22
0.070.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.00
0.00-0.01
(loc)
5
53
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 6 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 1-2-4 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =260/0-5-8 (min. 0-1-8)4 =-4/Mechanical3 =-31/MechanicalMax Horz5 =69(LC 8)Max Uplift5 =-41(LC 8)
4 =-34(LC 8)
3 =-61(LC 12)
Max Grav
5 =260(LC 1)4 =16(LC 4)3 =9(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 41 lb uplift at joint 5, 34 lb uplift at joint 4 and 61 lb uplift at joint 3.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
11
Truss Type
Jack-Open Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:07:16 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-7zku6KHmoPzNA0pKvCzSDUy_G5kkeC0cUz3WBKzCJl9
Scale = 1:17.8
W1
T1
B1
1
2
5
3
4
3x4
4x4
2-6-11
2-6-11
-1-4-0
1-4-0
2-6-11
2-6-11
1-8-0
3-1-14
0-4-15
2-9-0
7.00 12
Plate Offsets (X,Y): [2:0-2-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.280.120.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
0.01-0.00-0.02
(loc)
4-54-53
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 10 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-6-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =278/0-5-8 (min. 0-1-8)3 =63/Mechanical4 =18/MechanicalMax Horz5 =98(LC 8)Max Uplift
5 =-44(LC 8)
3 =-54(LC 8)
4 =-16(LC 8)
Max Grav5 =278(LC 1)3 =63(LC 1)4 =43(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 44 lb uplift at joint 5, 54 lb uplift at joint 3 and 16 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
12
Truss Type
Jack-Closed Truss
Qty
4
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 12:07:27 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-I5v2P5PfDnMp_j9S20g19ows_XUvjBlD0BDb4BzCJl_
Scale = 1:21.7
W1
T1
W2
B1
1
2
3
5
4
3x4
4x4
3x4
1.5x4
4-0-0
4-0-0
-1-4-0
1-4-0
4-0-0
4-0-0
1-8-0
4-0-0
7.00 12
Plate Offsets (X,Y): [2:0-2-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.310.150.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.01-0.02-0.00
(loc)
4-54-54
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 17 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =333/0-5-8 (min. 0-1-8)4 =164/MechanicalMax Horz5 =128(LC 8)Max Uplift5 =-48(LC 8)
4 =-92(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-5=-299/109
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 48 lb uplift at joint 5 and 92 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
13
Truss Type
Jack-Open Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:05:46 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-LEqpnWlSBsCLGR9wXMxZTgKo3?hz2gyFc3JFOtzCIuJ
Scale: 3/4"=1'
W1
T1
B1
1
2
5
6
3
4
3x4
4x4
3-5-2
3-5-2
-1-4-0
1-4-0
3-5-2
3-5-2
1-5-1
2-9-8
0-4-6
2-5-2
4.79 12
Plate Offsets (X,Y): [2:0-2-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.370.180.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.01-0.01-0.03
(loc)
4-54-53
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 11 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =312/0-5-8 (min. 0-1-8)3 =104/Mechanical4 =31/MechanicalMax Horz5 =80(LC 8)Max Uplift
5 =-77(LC 8)
3 =-54(LC 8)
Max Grav
5 =312(LC 1)3 =104(LC 1)4 =60(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-5=-279/267
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -1-4-0 to 2-10-15,
Exterior(2) 2-10-15 to 3-4-6 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 77 lb uplift at joint 5 and 54 lb uplift at joint 3.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
CJ1
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:04:04 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-LcfGNeWUDWLp1mMKYx6eL96J5urI8UxE9BcroozCIvv
Scale = 1:41.1
W1
T1 W5
B1W2
W3 W4
1
2
3
4
7 6 5
8
9
10
11 12
1.5x4
3x6
1.5x4
3x4 4x4
3x6
Nailed
Nailed
Nailed Nailed
Nailed
Nailed
Nailed Nailed
4-6-6
4-6-6
9-0-13
4-6-6
-1-10-10
1-10-10
4-6-6
4-6-6
9-0-13
4-6-6
1-0-0
6-4-2
6-9-8
7.07 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15NOIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.54
0.300.31
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.02
-0.06-0.00
(loc)
5-6
5-65
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 46 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)7 =651/0-7-6 (min. 0-1-8)5 =534/MechanicalMax Horz7 =258(LC 7)Max Uplift7 =-217(LC 7)5 =-307(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-7=-623/230, 2-8=-528/186, 3-8=-389/135BOT CHORD7-11=-258/0, 6-11=-258/0, 6-12=-259/383, 5-12=-259/383WEBS2-6=-147/389, 3-5=-483/326
WEBS2-6=-147/389, 3-5=-483/326
NOTES (14)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 217 lb uplift at joint 7 and 307 lb uplift at joint 5.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer to
MiTek's ST-TOENAIL Detail.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted asfront (F) or back (B).14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 5-7=-20
Concentrated Loads (lb)
Vert: 8=48(F=24, B=24) 9=-125(F=-63, B=-63) 11=5(F=3, B=3) 12=-56(F=-28, B=-28)
Job
Q1103376
Truss
CJ2
Truss Type
Diagonal Hip Girder
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:05:00 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-iO2R7nCc1jPslMd4qi6mczQxxS?hGtsT1vApnYzCIv1
Scale = 1:15.6
T1
W3
B1
W1 W2
1
2
3
4
6 5
7
1.5x4
3x4 2x4
3x4
1.5x4
Nailed
Nailed
Nailed
Nailed
Special
2-11-15
2-11-15
5-9-5
2-9-6
-1-8-7
1-8-7
2-11-15
2-11-15
5-9-5
2-9-6
0-5-4
2-3-9
2-8-9
3.86 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15NOIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.35
0.090.05
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.00
-0.010.00
(loc)
6
2-65
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 21 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 5-9-5 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =396/Mechanical2 =409/0-6-12 (min. 0-1-8)Max Horz2 =96(LC 5)Max Uplift5 =-81(LC 5)2 =-133(LC 5)
Max Grav
5 =416(LC 2)
2 =410(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (15)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 81 lb uplift at joint 5 and 133 lb uplift at joint 2.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer to
MiTek's ST-TOENAIL Detail.
13) Hanger(s) or other connection device(s) shall be provided sufficient to support
concentrated load(s) 210 lb down and 45 lb up at 5-7-9 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted asfront (F) or back (B).15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)
Vert: 1-4=-82, 2-5=-20
Concentrated Loads (lb)
Vert: 5=-210(B) 3=106(F=40, B=66) 6=5(F=2, B=3)
Job
Q1103376
Truss
CJ3
Truss Type
Diagonal Hip Girder
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:05:26 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-xOdGagWwvigAtMd4MAatgSVJextPMcdI?xTBh2zCIud
Scale = 1:24.7
W1
T1
W5
B1
W2
W3 W41
2
3
4
7
6 5
8
9
10 11
1.5x4
3x4
1.5x4
3x4 3x4
3x4
Nailed
Nailed
Nailed Nailed
Nailed
Nailed
0-0-9
0-0-9
3-5-6
3-4-14
6-10-13
3-5-6
-2-4-5
2-4-5
3-5-6
3-5-6
6-10-13
3-5-6
1-8-0
3-11-4
3.95 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15NOIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.59
0.110.09
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.01
-0.01-0.00
(loc)
6-7
5-65
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 35 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)7 =560/0-8-10 (min. 0-1-8)5 =288/MechanicalMax Horz7 =127(LC 5)Max Uplift7 =-210(LC 5)5 =-135(LC 5)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-7=-538/211, 2-8=-255/76
NOTES (14)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 210 lb uplift at joint 7 and 135 lb uplift at joint 5.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer to
MiTek's ST-TOENAIL Detail.
13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as
front (F) or back (B).
14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 5-7=-20Concentrated Loads (lb)Vert: 6=-11(B) 3=-23(B) 8=27(F) 9=19(F) 10=17(F) 11=-0(F)
Job
Q1103376
Truss
G1
Truss Type
Hip Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:07:23 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-0vBU8hwJLfQaPL3ZiEAJv7rHC6ivGPbWveJtHmzCIso
Scale: 1/4"=1'
0-1-15
0-1-15
T1
T2
T1
B1
W1 W2
W3 W4 W5 W4 W5 W4 W3
W2 W1
B1
HW1
HW1
1
2
3
4
5 6 7 8
9
10
1112
19 18 17 16 15 14 13
20
21
22 23 24
25
26 27 28 29 30 31 32 33 34
5x6 5x6
6x10 MT20H
4x6
5x6
3x6
2x4 3x4 4x6
3x4 1.5x4
4x9 3x4
3x6
2x4
6x10 MT20H
4x6
THJA26
LUS26 LUS26
LUS26 LUS26 LUS26 LUS26
LUS26
THJA26
3-4-12
3-4-12
6-6-0
3-1-4
11-9-7
5-3-7
17-2-9
5-5-3
22-6-0
5-3-7
25-7-4
3-1-4
29-0-0
3-4-12
-1-4-0
1-4-0
3-4-12
3-4-12
6-6-0
3-1-4
11-9-7
5-3-7
17-2-9
5-5-3
22-6-0
5-3-7
25-7-4
3-1-4
29-0-0
3-4-12
30-4-0
1-4-0
1-0-0
6-3-1
6-5-0
6-10-14
1-0-0
6-3-1
10.00 12
Plate Offsets (X,Y): [2:0-6-15,0-0-2], [5:0-3-0,0-2-1], [8:0-3-0,0-2-1], [11:0-6-15,0-0-2]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.710.490.60
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.16-0.260.07
(loc)
15-1715-1711
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20H
Weight: 339 lb FT = 10%
GRIP
197/144148/108
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud
SLIDER
Left 2 X 6 SPF 1650F 1.5E 2-2-10,
Right 2 X 6 SPF 1650F 1.5E 2-2-10
BRACING
TOP CHORDStructural wood sheathing directly applied or 4-3-10 oc purlins, except 2-0-0 oc purlins (4-4-12 max.): 5-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)2 =3819/0-5-8 (min. 0-3-2)11 =3830/0-5-8 (min. 0-3-3)
Max Horz
2 =173(LC 6)
Max Uplift
2 =-1317(LC 7)11 =-1323(LC 8)Max Grav2 =4019(LC 16)11 =4030(LC 16)
Max Grav2 =4019(LC 16)
11 =4030(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-5056/1681, 3-4=-5032/1698, 4-21=-5379/1857, 5-21=-5311/1870, 5-22=-6040/2023, 6-22=-6045/2023, 6-7=-6028/2022, 7-23=-6034/2023, 8-23=-6029/2023, 8-24=-5330/1881, 9-24=-5398/1867, 9-10=-5043/1706, 10-11=-5067/1689BOT CHORD2-19=-1336/3639, 18-19=-1336/3639, 18-26=-1493/4184, 26-27=-1493/4184, 27-28=-1493/4184, 17-28=-1493/4184, 17-29=-2036/6040, 29-30=-2036/6040, 16-30=-2036/6040,
16-31=-2036/6040, 15-31=-2036/6040, 15-32=-1397/4198,
32-33=-1397/4198, 33-34=-1397/4198, 14-34=-1397/4198,
13-14=-1169/3648, 11-13=-1169/3648
WEBS4-19=-585/246, 4-18=-392/863, 5-18=-507/1151, 5-17=-920/2792,6-17=-897/267, 7-15=-901/227, 8-15=-908/2753, 8-14=-520/1182, 9-14=-397/874, 9-13=-598/252
NOTES (22)
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 0-7-0 oc.Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.2) All loads are considered equally applied to all plies, except if noted as front (F) orback (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.7) Provide adequate drainage to prevent water ponding.8) All plates are MT20 plates unless otherwise indicated. 9) The solid section of the plate is required to be placed over the splice line at joint(s) 16.10) Plate(s) at joint(s) 16 checked for a plus or minus 1 degree rotation about its center.11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.
Continued on page 2
Job
Q1103376
Truss
G1
Truss Type
Hip Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:07:23 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-0vBU8hwJLfQaPL3ZiEAJv7rHC6ivGPbWveJtHmzCIso
NOTES (22)
12) * 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 1-0-0 wide will fit between the bottom chord and any
other members, with BCDL = 10.0psf.13) All bearings are assumed to be SPF No.2 . 14) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1317 lb uplift at joint 2 and 1323 lb uplift at joint 11.15) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 17) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
18) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at
6-6-6 from the left end to connect truss(es) 03 (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 4 SPF) to
back face of bottom chord.
19) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) orequivalent spaced at 2-0-0 oc max. starting at 8-6-12 from the left end to 20-5-4 to connecttruss(es) 03 (1 ply 2 X 4 SPF) to back face of bottom chord. 20) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at22-5-10 from the left end to connect truss(es) 03A (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 4SPF) to back face of bottom chord. 21) Fill all nail holes where hanger is in contact with lumber.22) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)Vert: 1-5=-82, 5-8=-82, 8-12=-82, 2-18=-20, 18-26=-60, 17-26=-20, 17-30=-60,30-34=-20, 14-34=-60, 11-14=-20Concentrated Loads (lb)Vert: 16=-376(B) 18=-836(B) 14=-850(B) 27=-362(B) 28=-376(B) 29=-336(B)31=-376(B) 32=-376(B) 33=-376(B)
Job
Q1103376
Truss
G2
Truss Type
Hip Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:49:57 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-?ryAvh9nCn1A?fFCCg7HYR8_2ks7NIJz9MIgBYzB?dO
Scale = 1:18.6
T1
T2
T1
B1
W1 W2 W1 W2 W1
1
2
3
4
5
8 7 6
9 10 11
12
13 14 15 16 17 18 19
3x8
4x9
4x9
3x8 2x4 3x8
1.5x4
2x4
THJU26-W
LUS26 LUS26
THJU26-W
LUS26 LUS26
LUS26 LUS26
LUS26
LUS26
3-9-15
3-9-15
6-10-8
3-0-9
9-11-1
3-0-9
13-9-0
3-9-15
3-9-15
3-9-15
6-10-8
3-0-9
9-11-1
3-0-9
13-9-0
3-9-15
0-4-12
2-4-1
0-4-12
2-4-1
6.09 12
Plate Offsets (X,Y): [2:0-6-4,0-2-0], [4:0-6-4,0-2-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.380.300.28
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.06-0.110.03
(loc)
775
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 108 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 5-9-3 oc purlins, except
2-0-0 oc purlins (5-9-1 max.): 2-4.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1 =2158/0-5-8 (min. 0-1-12)5 =2247/0-5-8 (min. 0-1-13)Max Horz1 =-26(LC 5)Max Uplift
1 =-92(LC 7)
5 =-144(LC 8)
Max Grav
1 =2215(LC 16)5 =2304(LC 16)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-3904/176, 2-9=-4500/267, 9-10=-4499/267, 3-10=-4499/267,
TOP CHORD1-2=-3904/176, 2-9=-4500/267, 9-10=-4499/267, 3-10=-4499/267,
3-11=-4499/267, 11-12=-4499/267, 4-12=-4500/267,
4-5=-4238/256
BOT CHORD
1-13=-137/3408, 13-14=-137/3408, 8-14=-137/3408,
8-15=-132/3478, 15-16=-132/3478, 7-16=-132/3478, 7-17=-184/3799, 17-18=-184/3799, 6-18=-184/3799, 6-19=-182/3702, 5-19=-182/3702WEBS2-8=0/940, 2-7=-163/1213, 3-7=-439/108, 4-7=-72/831, 4-6=-26/1306
NOTES (19)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 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) orback (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.9) All bearings are assumed to be SPF No.2 .
10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=144.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.14) Use Simpson Strong-Tie THJU26-W (DBL & DBL RC 2-PLY) or equivalent spacedat 6-0-0 oc max. starting at 3-10-11 from the left end to 9-10-11 to connect truss(es) 07(1 ply 2 X 4 SPF), NOT SPEC'D (1 ply 2 X 4 SPF) to front face of bottom chord. 15) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or
equivalent spaced at 2-0-0 oc max. starting at 5-10-11 from the left end to 7-10-11 to
connect truss(es) 07 (1 ply 2 X 4 SPF) to front face of bottom chord. Continued on page 2
Job
Q1103376
Truss
G2
Truss Type
Hip Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:49:57 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-?ryAvh9nCn1A?fFCCg7HYR8_2ks7NIJz9MIgBYzB?dO
NOTES (19)
16) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or
equivalent spaced at 2-0-0 oc max. starting at 1-6-12 from the left end to 11-5-4 to connect
truss(es) 03A (1 ply 2 X 4 SPF) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber.18) WARNING: The following hangers are manually applied but fail due to geometricconsiderations: THJU26-W on front face at 3-10-11 from the left end, THJU26-W on frontface at 9-10-11 from the left end.19) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-82, 2-4=-82, 4-5=-82, 1-5=-20
Concentrated Loads (lb)
Vert: 8=-190(F) 6=-902(F=-586, B=-316) 13=-316(B) 14=-316(B) 15=-316(B) 16=-190(F)17=-316(B) 18=-190(F) 19=-316(B)
Job
Q1103376
Truss
G3
Truss Type
Hip Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:46 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-aBAK?PIFwz4F_lKYYGLdAShu26e3E3tWqpbPB9zB?eV
Scale = 1:76.8
0-1-15
0-1-15
T1
T2
T3
B2
W1 W2
W3
W4 W5
W6
W5 W8W7
BL1
HW1
B1
1
2
3
4
5 6
7
13 12 11 10 9 8
14 15
16
17
1819
20
21 22 23 24 2526 27 28 296x9
4x4
4x4
6x6 5x6
6x9 3x8
3x6
3x6
8x9
4x9
4x6
7x8
10x12
3x4
3x4
3x4
5-0-13
5-0-13
9-10-3
4-9-5
14-7-8
4-9-5
15-10-8
1-3-0
19-8-0
3-9-8
5-0-13
5-0-13
9-10-3
4-9-5
14-7-8
4-9-5
15-10-8
1-3-0
19-8-0
3-9-8
1-0-0
13-0-5
13-2-4
10-0-5
0-9-8
13-0-5
10.00 12
Plate Offsets (X,Y): [1:0-2-12,0-2-8], [7:0-6-8,0-0-8], [8:0-5-4,0-1-8], [9:0-6-0,0-5-12], [12:0-3-8,0-6-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.240.270.78
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.12-0.210.02
(loc)
10-1210-1215
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 429 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 6 SPF 1650F 1.5EBOT CHORD 2 X 8 SYP DSSWEBS2 X 4 SPF No.2 *Except*
W1,W2,W3: 2 X 4 SPF Stud
OTHERS 2 X 4 SPF No.2
SLIDER
Left 2 X 4 SPF No.2 3-1-15
BRACING
TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 5-6.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 4-10
REACTIONS (lb/size)
1 =3532/0-5-8 (min. 0-3-2)
15 =5952/0-3-8 (req. 0-5-1)
Max Horz1 =329(LC 6)Max Uplift1 =-542(LC 7)15 =-1186(LC 8)
Max Uplift1 =-542(LC 7)
15 =-1186(LC 8)
Max Grav
1 =3953(LC 17)
15 =6456(LC 17)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-5254/710, 2-16=-5122/722, 3-16=-5075/730, 3-17=-4172/636, 4-17=-4056/657, 4-18=-2424/446, 18-19=-2131/448, 5-19=-2065/454, 5-20=-1485/366, 6-20=-1483/366, 6-7=-2061/410, 8-14=-228/1151, 7-14=-228/1151BOT CHORD
1-21=-749/3742, 13-21=-749/3742, 13-22=-749/3743,
22-23=-749/3743, 12-23=-749/3743, 11-12=-580/3116,
11-24=-580/3116, 24-25=-580/3116, 10-25=-580/3116,
10-26=-302/1641, 9-26=-302/1641WEBS3-13=-123/992, 3-12=-872/235, 4-12=-568/3036, 4-10=-3050/595,5-10=-482/2511, 5-9=-1369/290, 6-9=-202/879, 7-9=-762/4147
NOTES (17)
1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc.Bottom chords connected as follows: 2 X 8 - 4 rows at 0-2-0 oc.Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc.2) All loads are considered equally applied to all plies, except if noted as front (F) orback (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) WARNING: Required bearing size at joint(s) 15 greater than input bearing size.10) All bearings are assumed to be SPF No.2 .
11) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to
grain formula. Building designer should verify capacity of bearing surface.Continued on page 2
Job
Q1103376
Truss
G3
Truss Type
Hip Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:46 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-aBAK?PIFwz4F_lKYYGLdAShu26e3E3tWqpbPB9zB?eV
NOTES (17)
12) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 1=542, 15=1186.
13) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.16) Hanger(s) or other connection device(s) shall be provided sufficient to supportconcentrated load(s) 486 lb down and 71 lb up at 4-0-12, 503 lb down and 74 lb up at 6-0-12, 797 lb down and 169 lb up at 8-0-12, 797 lb down and 169 lb up at 10-0-12, 797
lb down and 169 lb up at 12-0-12, 797 lb down and 169 lb up at 14-0-12, 797 lb down and
169 lb up at 15-3-0, 801 lb down and 169 lb up at 16-5-4, and 801 lb down and 169 lb up
at 18-5-4, and 817 lb down and 159 lb up at 19-2-12 on bottom chord. The
design/selection of such connection device(s) is the responsibility of others.
17) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-5=-82, 5-6=-82, 6-7=-82, 1-12=-20, 12-24=-60, 24-28=-20, 8-28=-60Concentrated Loads (lb)Vert: 8=-817(F) 12=-797(F) 21=-486(F) 22=-503(F) 23=-797(F) 24=-797(F) 25=-797(F)
26=-797(F) 27=-801(F) 29=-801(F)
Job
Q1103376
Truss
H1
Truss Type
Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:31 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-WJmfsH6qSMBNgSggAca63IaAu3UODMbJO_T69XzB?ek
Scale = 1:46.5
0-1-15
0-1-15
T1
T2
T1
B1
W3
W4 W5 W6 W5 W4
W3
W1
W2
W1
W2
B11
2
3
4 5 6
7
8
9
14 13 12 11 10
15
16
17 18 19 20
21
22
23 24
5x6 5x6
3x4
4x4
5x8
1.5x4
3x4
4x4
3x4
3x8 3x8
3x4
8-6-0
8-6-0
14-6-0
6-0-0
20-6-0
6-0-0
29-0-0
8-6-0
-1-4-0
1-4-0
4-4-12
4-4-12
8-6-0
4-1-4
14-6-0
6-0-0
20-6-0
6-0-0
24-7-4
4-1-4
29-0-0
4-4-12
30-4-0
1-4-0
1-0-0
7-11-1
8-1-0
8-6-14
1-0-0
7-11-1
10.00 12
Plate Offsets (X,Y): [4:0-3-0,0-2-1], [6:0-3-0,0-2-1], [12:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.880.410.50
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.12-0.260.07
(loc)
11-1213-1410
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 151 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W5: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals, and
2-0-0 oc purlins (3-8-6 max.): 4-6.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-12, 3-14, 7-10
REACTIONS (lb/size)14 =1698/0-5-8 (min. 0-3-5)10 =1698/0-5-8 (min. 0-3-5)
Max Horz
14 =-202(LC 6)
Max Uplift
14 =-241(LC 8)10 =-241(LC 9)Max Grav14 =2101(LC 18)10 =2101(LC 18)
Max Grav14 =2101(LC 18)
10 =2101(LC 18)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-15=-474/89, 3-15=-280/109, 3-16=-1969/334, 4-16=-1887/348, 4-17=-1995/374, 17-18=-1997/374, 5-18=-2000/373, 5-19=-2000/373, 19-20=-1997/374, 6-20=-1995/374, 6-21=-1887/348, 7-21=-1969/334, 7-22=-280/109, 8-22=-474/89, 2-14=-725/194, 8-10=-725/194BOT CHORD13-14=-295/1452, 13-23=-231/1506, 12-23=-231/1506, 12-24=-130/1506, 11-24=-130/1506, 10-11=-103/1452WEBS
3-13=-265/160, 4-13=-36/433, 4-12=-215/795, 5-12=-1080/261,
6-12=-215/795, 6-11=-36/433, 7-11=-265/160, 3-14=-1800/252,
7-10=-1800/252
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,Interior(1) 1-8-0 to 4-3-1, Exterior(2) 4-3-1 to 8-6-0, Interior(1) 12-8-15 to 16-3-1,Exterior(2) 20-6-0 to 30-4-0 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 14=241, 10=241.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. Continued on page 2
Job
Q1103376
Truss
H1
Truss Type
Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:31 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-WJmfsH6qSMBNgSggAca63IaAu3UODMbJO_T69XzB?ek
NOTES (13)
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
H2
Truss Type
Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:25 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-h9OObE24tWREyXDWpLTip1K9NeMRpYlQ?20oytzB?eq
Scale = 1:58.9
0-1-15
0-1-15
0-1-15
0-1-15
T1
T2
T3
T4
T5B1
W3 W4
W5
W6
W5
W7 W8
W9 W10
W1
W2
W1
B2 W11
1
2
3
4 5
6
7
8 9
10
17 16 15 14 13 12 11
18
19
20
21
22 23
24
25
26
27 28 29 30 31
8x9 6x6
5x8 MT18H
5x8
3x4 4x6
3x6
5x6 3x4 3x8
4x6
5x8
5x9
4x6
3x4
Nailed
Nailed
5-4-12
5-4-12
10-6-0
5-1-4
18-6-0
8-0-0
27-9-0
9-3-0
29-3-0
1-6-0
30-6-0
1-3-0
-1-4-0
1-4-0
5-4-12
5-4-12
10-6-0
5-1-4
18-6-0
8-0-0
23-1-8
4-7-8
27-9-0
4-7-8
29-3-0
1-6-0
30-6-0
1-3-0
31-10-0
1-4-0
1-0-0
1-10-9
9-7-1
9-9-0
10-2-14
1-0-0
9-7-1
10.00 12
Plate Offsets (X,Y): [4:0-6-11,Edge], [5:0-3-11,Edge], [7:0-4-0,0-2-0], [8:0-4-0,0-2-2], [12:0-1-8,0-1-8]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.820.760.84
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.26-0.510.08
(loc)
12-1312-1311
l/defl
>999>710n/a
L/d
240180n/a
PLATES
MT20MT18H
Weight: 164 lb FT = 10%
GRIP
197/144197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T2: 2 X 6 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W5,W6,W10: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and2-0-0 oc purlins (4-0-7 max.): 4-5, 7-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17.WEBS1 Row at midpt 4-13
REACTIONS (lb/size)
17 =1829/0-5-8 (min. 0-3-13)
11 =1772/0-5-8 (min. 0-3-10)
Max Horz
17 =251(LC 6)Max Uplift17 =-248(LC 7)11 =-239(LC 8)Max Grav17 =2426(LC 21)
Max Grav11 =2314(LC 21)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-19=-2645/198, 3-19=-2202/212, 3-20=-2216/231,
20-21=-2042/232, 4-21=-1954/255, 4-22=-1583/230, 22-23=-1583/230, 5-23=-1583/230, 5-6=-2306/253, 6-24=-3524/360, 24-25=-3661/350, 25-26=-3746/346, 7-26=-3873/343, 7-8=-3116/233, 2-17=-2362/273, 9-11=-533/138BOT CHORD16-17=-278/318, 16-27=-258/1844, 15-27=-258/1844, 14-15=-186/1506, 14-28=-186/1506, 13-28=-186/1506, 13-29=-76/2112, 29-30=-76/2112, 12-30=-76/2112, 12-31=-33/1112, 11-31=-33/1112
WEBS
3-15=-474/162, 4-15=-50/643, 4-13=-145/287, 5-13=-45/841,
6-13=-806/190, 6-12=-134/1197, 7-12=-2861/339,
8-12=-208/2881, 2-16=-62/1547, 8-11=-2087/96
NOTES (16)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) Provide adequate drainage to prevent water ponding.
6) All plates are MT20 plates unless otherwise indicated.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 17=248, 11=239.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
Continued on page 2
Job
Q1103376
Truss
H2
Truss Type
Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:26 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-9Lymoa3ieqZ5agoiN3_xMEsK72ifY??aEilLUKzB?ep
NOTES (16)
13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
14) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer toMiTek's ST-TOENAIL Detail. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B).16) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-82, 2-4=-82, 4-5=-82, 5-7=-82, 7-8=-82, 8-9=-82, 9-10=-82, 16-17=-20,
16-27=-60, 15-27=-20, 15-28=-60, 28-29=-20, 29-30=-60, 11-30=-20
Concentrated Loads (lb)
Vert: 8=25(B) 31=20(B)
Job
Q1103376
Truss
H3
Truss Type
Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:16 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-SQM_i9xQ_lIVN81noypby7SaX0L?CUV6x9Kq7vzB?ez
Scale: 3/16"=1'
0-1-15
0-1-15
0-1-15
0-1-15
T1
T2
T3
T4
T5
B1
W3
W4
W5
W6
W5 W7
W8
W9 W10
W11
W12
W1
W2
W1
W13B21
2
3
4 5
6
7
8
9
10
19 18 17 16 15 14 13 12 11
20
21
22
23
24 25
26
27 28
29
30 31 32
5x6 5x6
8x9
5x8
3x4 3x4
3x6
5x6 4x4 3x8
3x6
3x4 6x6 6x6
4x9
3x4
4x9
6-4-12
6-4-12
12-6-0
6-1-4
16-6-0
4-0-0
21-1-8
4-7-8
25-9-0
4-7-8
27-3-0
1-6-0
30-6-0
3-3-0
-1-4-0
1-4-0
6-4-12
6-4-12
12-6-0
6-1-4
16-6-0
4-0-0
21-1-8
4-7-8
25-9-0
4-7-8
27-3-0
1-6-0
30-6-0
3-3-0
31-10-0
1-4-0
1-0-03-6-9
11-3-1
11-5-0
11-10-14
1-0-0
11-3-1
10.00 12
Plate Offsets (X,Y): [2:0-3-8,0-2-0], [4:0-3-0,0-2-1], [5:0-3-0,0-2-1], [7:0-3-8,0-2-7], [8:0-4-0,0-1-4]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.950.460.84
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.14-0.230.08
(loc)
14-1517-1811
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 183 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W5,W6: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins
(4-3-1 max.): 4-5, 7-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12.WEBS1 Row at midpt 3-17, 4-15, 6-15
REACTIONS (lb/size)19 =1807/0-5-8 (min. 0-3-15)
11 =1777/0-5-8 (min. 0-4-0)
Max Horz
19 =-297(LC 6)
Max Uplift19 =-248(LC 8)11 =-251(LC 9)Max Grav19 =2491(LC 22)
Max Grav11 =2539(LC 22)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-20=-2905/269, 20-21=-2849/273, 21-22=-2422/296,
3-22=-2363/298, 3-23=-2317/334, 23-24=-1991/349, 4-24=-1885/363, 4-5=-1550/351, 5-25=-1947/391, 25-26=-2247/380, 6-26=-2276/366, 6-27=-2526/356, 27-28=-2693/344, 28-29=-2743/341, 7-29=-2926/338, 7-8=-2702/331, 8-9=-2503/272, 2-19=-2431/331, 9-11=-2497/330BOT CHORD18-19=-341/446, 18-30=-216/2046, 17-30=-216/2046, 16-17=-116/1527, 16-31=-116/1527, 15-31=-116/1527, 15-32=-53/2094, 14-32=-53/2094, 13-14=-162/2626,
12-13=-84/1829
WEBS
3-17=-723/185, 4-17=-80/710, 4-15=-193/263, 5-15=-132/940,
6-15=-1009/212, 6-14=-36/541, 7-14=-654/143, 7-13=-1721/213, 8-13=-197/1961, 8-12=-476/58, 2-18=-57/1615, 9-12=-140/1829
NOTES (15)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-10,Interior(1) 1-8-10 to 8-2-4, Exterior(2) 8-2-4 to 20-9-12, Interior(1) 20-9-12 to 25-9-0,Exterior(2) 27-3-0 to 31-10-0 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) The solid section of the plate is required to be placed over the splice line at joint(s) 4.
7) Plate(s) at joint(s) 4 checked for a plus or minus 1 degree rotation about its center.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.10) All bearings are assumed to be SPF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 19=248, 11=251.
12) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.Continued on page 2
Job
Q1103376
Truss
H3
Truss Type
Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:16 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-SQM_i9xQ_lIVN81noypby7SaX0L?CUV6x9Kq7vzB?ez
NOTES (15)
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
H4G
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:10 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-dG_jS5sfPvYMfDZeRiiBisCd7bK7onKDZDtVxFzB?f3
Scale = 1:79.3
0-1-12
0-1-12
T1
T2
T3
T4
B1
B3
B4
W3 W4
W5
W4 W3
W6 W7 W8
W10
W9
W11 W13
W1
W2
W15
W14
B212
3
4
5
6 7
8 9
10 11
21 20 19 18 17 16
15 14 13 12
22
23 24
25 26 27 28
29 30 31 32
4x4
5x6 6x9
3x4
5x6
3x4 2x4
3x6
4x4 5x8
3x6
3x4 5x6
8x9
4x9
3x4
3x4
6x6 4x4
LUS26
LUS26
LUS26
THJU26-W
6-8-15
6-8-15
11-1-2
4-4-3
15-5-5
4-4-3
19-9-7
4-4-3
22-2-4
2-4-13
27-7-0
5-4-12
30-8-0
3-1-0
34-0-8
3-4-8
-1-4-0
1-4-0
6-8-15
6-8-15
11-1-2
4-4-3
15-5-5
4-4-3
19-9-7
4-4-3
22-2-4
2-4-13
27-7-0
5-4-12
30-8-0
3-1-0
34-0-8
3-4-8
35-4-8
1-4-0
1-0-0
2-10-4
10-2-15
11-2-15
1-5-1
1-0-0 3-10-4
10.00 12
4.79 12
Plate Offsets (X,Y): [8:0-2-8,Edge], [16:0-7-4,0-5-0], [19:0-3-4,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.690.370.82
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.05-0.140.02
(loc)
20-2120-2112
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 187 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2 *Except* B4: 2 X 6 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W5,W1,W15: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-5-9 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 6-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17,12-13.WEBS1 Row at midpt 8-16
REACTIONS (lb/size)
21 =1245/0-5-8 (min. 0-2-2)
12 =807/0-5-8 (min. 0-1-10)
16 =2599/0-5-8 (min. 0-4-4)
Max Horz21 =-285(LC 5)Max Uplift21 =-204(LC 7)12 =-339(LC 6)
Max Uplift16 =-587(LC 7)
Max Grav
21 =1344(LC 2)
12 =1023(LC 19)
16 =2715(LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-22=-1439/138, 3-22=-1117/156, 3-23=-1059/203, 4-23=-822/224, 4-24=-851/210, 5-24=-1093/189, 5-6=-1440/148, 6-7=-571/65, 7-25=-34/727, 25-26=-34/729, 26-27=-34/729, 8-27=-34/730, 8-9=-870/466, 9-28=-874/353, 10-28=-949/344, 2-21=-1280/235, 10-12=-962/341BOT CHORD
20-21=-231/369, 20-29=-33/973, 19-29=-33/973, 19-30=0/968,
18-30=0/968, 17-18=0/643, 16-17=-740/135, 7-16=-1576/187,
13-14=-264/812
WEBS3-19=-609/192, 4-19=-210/747, 5-19=-544/137, 6-18=0/379, 6-17=-1308/134, 7-17=-141/1914, 14-16=-303/762, 8-16=-1549/443, 8-14=-236/627, 9-13=-280/160, 2-20=-38/667, 10-13=-281/818
WEBS3-19=-609/192, 4-19=-210/747, 5-19=-544/137, 6-18=0/379,
6-17=-1308/134, 7-17=-141/1914, 14-16=-303/762,
8-16=-1549/443, 8-14=-236/627, 9-13=-280/160, 2-20=-38/667,
10-13=-281/818
NOTES (20)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) The solid section of the plate is required to be placed over the splice line at joint(s) 8.
7) Plate(s) at joint(s) 8 checked for a plus or minus 1 degree rotation about its center.
8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.10) All bearings are assumed to be SPF No.2 . Continued on page 2
Job
Q1103376
Truss
H4G
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:48:11 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-5SY5fRtIADgDHN8q?PDQF4lot?gMXEaMntd3ThzB?f2
NOTES (20)
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 21=204, 12=339, 16=587.
12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.15) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) orequivalent spaced at 2-0-0 oc max. starting at 22-4-0 from the left end to 25-6-4 to connecttruss(es) 12 (1 ply 2 X 4 SPF) to back face of bottom chord.
16) Use Simpson Strong-Tie THJU26-W (DBL & DBL RC 2-PLY) or equivalent at 27-6-10
from the left end to connect truss(es) 12 (1 ply 2 X 4 SPF), CJ3 (1 ply 2 X 4 SPF) to back
face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. Blocking
required above the heel of the carried truss to reach full uplift capacity. (See MiTek's
"Hanger Blocking Detail" for blocking installation.) 17) Fill all nail holes where hanger is in contact with lumber.18) WARNING: The following hangers are manually applied but fail due to geometricconsiderations: LUS26 on back face at 22-4-0 from the left end, THJU26-W on back faceat 27-6-10 from the left end.19) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(F) or back (B).20) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 4-6=-82, 6-8=-82, 8-10=-82, 10-11=-82, 20-21=-20, 20-29=-60,29-30=-20, 18-30=-60, 16-18=-20, 12-15=-20Concentrated Loads (lb)Vert: 16=-144(B) 14=-412(B) 31=-144(B) 32=-144(B)
Job
Q1103376
Truss
H5
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:47:01 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-9_KezV1Nfis8tcoNuiz0PJrsdnms7Z03h_gM0lzB?g8
Scale = 1:66.4
0-1-15
0-1-15
T1
T2
T3
T4
B1
B2
B3
W3 W4
W5
W6 W7
W8 W9
W11
W10
W12 W13 W14W1
W2
W16
W15
B1
1
2
3
4
5 6
7 8
9 10
19 18 17 16 15
14 13 12 11
20
21
22
23
24
25
26 27 28
29
30 31 32
4x6
4x6
5x6 6x9 5x6
1.5x4 1.5x4
3x6
4x4 5x8
4x4
5x9 8x9
3x8
3x4
4x4
3x4
3x6
5-8-5
5-8-5
11-1-2
5-4-13
18-4-10
7-3-8
22-2-4
3-9-10
24-7-15
2-5-11
29-2-8
4-6-8
34-0-8
4-10-0
5-8-5
5-8-5
11-1-2
5-4-13
14-8-14
3-7-12
18-4-10
3-7-12
22-2-4
3-9-10
24-7-15
2-5-11
29-2-8
4-6-8
34-0-8
4-10-0
35-4-8
1-4-0
1-0-0
4-0-1
10-2-15
11-2-15
1-5-1
1-0-0
5-0-1
10.00 12
4.79 12
Plate Offsets (X,Y): [1:0-2-12,0-1-8], [5:0-3-0,0-1-4], [7:0-2-8,Edge], [15:0-7-4,0-5-0], [17:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.560.440.84
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.14-0.260.01
(loc)
16-1716-1715
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 178 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5E *Except* B2: 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud *Except*
W5,W1,W16: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 5-7.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)11 =485/0-5-8 (min. 0-1-8)15 =2154/0-5-8 (min. 0-3-10)19 =1094/0-5-8 (min. 0-1-14)
Max Horz
19 =-308(LC 6)
Max Uplift
11 =-170(LC 7)15 =-210(LC 8)19 =-128(LC 8)Max Grav11 =781(LC 20)
Max Grav15 =2322(LC 20)
19 =1209(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-20=-1443/167, 2-20=-1183/184, 2-21=-1094/206, 21-22=-908/214, 22-23=-817/220, 3-23=-787/232, 3-24=-772/249,24-25=-792/239, 4-25=-991/231, 4-5=-931/178, 5-26=-567/80, 6-26=-568/79, 6-7=-76/828, 7-27=-8/308, 27-28=-10/272, 8-28=-58/252, 8-29=-444/127, 9-29=-621/119, 1-19=-1150/172, 9-11=-735/189BOT CHORD18-19=-115/336, 18-30=-59/1022, 17-30=-59/1022, 17-31=0/773, 31-32=0/773, 16-32=0/773, 15-16=-832/246, 6-15=-1496/244,
12-13=-46/489
WEBS
2-17=-558/204, 3-17=-183/686, 4-17=-351/148, 4-16=-363/31,
5-16=-798/185, 6-16=-215/1948, 13-15=-260/131, 7-15=-1177/226, 7-13=-90/570, 8-13=-745/129, 1-18=0/870, 9-12=-53/430
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 3-6-10,Interior(1) 3-6-10 to 7-8-4, Exterior(2) 7-8-4 to 11-1-2, Interior(1) 14-8-14 to 18-4-10,Exterior(2) 21-3-2 to 24-7-15, Interior(1) 28-0-13 to 31-11-10 zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 11=170, 15=210, 19=128.10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
Continued on page 2
Job
Q1103376
Truss
H5
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:47:01 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-9_KezV1Nfis8tcoNuiz0PJrsdnms7Z03h_gM0lzB?g8
NOTES (13)
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
H6
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:57 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-GD4778_tbULjP?Ucftu4FTg4yAPZBkdTmMi8t_zB?gC
Scale = 1:66.6
0-1-12
0-1-12T1
T2
T3
T4
B2
B3
B4
W1 W2
W3
W4 W5 W6
W7
W9
W8
W10
W12
W11
B1
1
2
3
4 5 6
7
8 9
16 15 14 13
12 11 10
17
18
19
20
21
22
23 24 25
26
27
28 29 303x8
4x6
5x9 6x9
1.5x4
2x4 2x4
3x6
1.5x4 5x8 4x6
4x9
6x9
3x4
5x6
6-2-11
6-2-11
11-11-10
5-8-15
17-10-6
5-10-12
22-10-0
4-11-10
23-0-12
0-2-12
28-10-2
5-9-6
34-11-0
6-0-14
6-2-11
6-2-11
11-11-10
5-8-15
17-10-6
5-10-12
22-7-6
4-9-1
23-0-12
0-5-6
28-10-2
5-9-6
34-11-0
6-0-14
36-3-0
1-4-0
0-3-4
5-2-4
10-2-15
11-2-15
1-5-1
1-0-0
6-2-4
10.00 12
4.79 12
Plate Offsets (X,Y): [1:0-7-0,0-0-12], [4:0-2-8,0-2-8], [5:0-4-10,Edge], [8:0-2-12,0-2-0], [13:0-3-8,0-2-12], [15:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.920.400.93
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.07-0.150.03
(loc)
1-161-1613
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 171 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T3: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E *Except*
B3: 2 X 4 SPF Stud
WEBS 2 X 4 SPF Stud *Except*
W3,W12: 2 X 4 SPF No.2
BRACING
TOP CHORDStructural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins(6-0-0 max.): 4-5.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,11-12.
REACTIONS (lb/size)1 =1136/0-4-0 (min. 0-1-15)
10 =441/0-5-8 (min. 0-1-8)
13 =2234/0-5-8 (min. 0-3-15)
Max Horz
1 =-316(LC 6)Max Uplift1 =-135(LC 8)10 =-164(LC 7)13 =-218(LC 7)
Max Uplift1 =-135(LC 8)
10 =-164(LC 7)
13 =-218(LC 7)
Max Grav
1 =1240(LC 2)
10 =756(LC 20)13 =2512(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-17=-1688/196, 2-17=-1401/214, 2-18=-1090/212, 18-19=-1067/215, 19-20=-900/216, 20-21=-812/229, 3-21=-729/242, 3-22=-769/231, 4-22=-1029/214, 4-23=-601/163, 5-23=-601/163, 5-6=0/570, 6-24=-44/838, 24-25=-46/709,
25-26=-47/700, 7-26=-56/597, 7-27=-358/122, 8-27=-457/101,
8-10=-701/189
BOT CHORD
1-28=-81/1196, 16-28=-81/1196, 16-29=-81/1196, 15-29=-81/1196, 15-30=0/626, 14-30=0/626, 13-14=-544/188, 6-13=-944/199WEBS2-16=0/273, 2-15=-766/217, 3-15=-137/560, 4-14=-1034/214,
WEBS2-16=0/273, 2-15=-766/217, 3-15=-137/560, 4-14=-1034/214,
5-14=-210/1639, 5-13=-1382/140, 11-13=-64/335,
7-13=-1049/167, 7-11=0/253
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-0 to 3-7-14,Interior(1) 3-7-14 to 8-5-12, Exterior(2) 8-5-12 to 11-11-10, Interior(1) 15-5-8 to 17-10-6,Exterior(2) 19-1-8 to 22-7-6, Interior(1) 26-1-5 to 32-9-2 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . Continued on page 2
Job
Q1103376
Truss
H6
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:57 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-GD4778_tbULjP?Ucftu4FTg4yAPZBkdTmMi8t_zB?gC
NOTES (13)
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 1=135, 10=164, 13=218.
10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
H7
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:53 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-OSrcHmxMXFrHwOBrQ1p85dWUNZxwFwburkkxkDzB?gG
Scale = 1:69.6
0-1-12
0-1-12
T1
T2
T3
T4
B2
B3
B4
W1 W2
W3
W4 W5
W6
W7 W8
W10
W9 W11 W13
W12
B1
1
2
3
4
5 6
7
8 9
17 16 15 14 13
12 11 10
18
19
20
21
22
23
24
25
26
27
28 29 30 313x8
4x6
4x9 4x4
5x6
2x4 2x4
3x6
1.5x4 5x8 1.5x4 5x8
4x9
8x9
3x4
5x6
6-2-11
6-2-11
11-11-10
5-8-15
16-5-9
4-5-15
19-8-5
3-2-12
22-10-0
3-1-11
23-0-12
0-2-12
28-10-2
5-9-6
34-11-0
6-0-14
6-2-11
6-2-11
11-11-10
5-8-15
16-5-9
4-5-15
19-8-5
3-2-12
23-0-12
3-4-7
28-10-2
5-9-6
34-11-0
6-0-14
36-3-0
1-4-0
0-3-4
6-4-4
10-2-15
11-2-15
1-5-1
1-0-0
7-4-4
10.00 12
4.79 12
Plate Offsets (X,Y): [1:0-7-0,0-0-12], [4:0-4-0,0-2-4], [8:0-3-0,0-1-12], [13:0-7-4,0-5-0], [16:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.640.830.93
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.07-0.150.03
(loc)
1-171-1713
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 180 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5E *Except* B3: 2 X 4 SPF No.2
WEBS 2 X 4 SPF Stud *Except*
W3,W13: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-11-13 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 4-5.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,11-12.WEBS1 Row at midpt 4-14
REACTIONS (lb/size)
1 =1188/0-4-0 (min. 0-2-0)
10 =499/0-5-8 (min. 0-1-8)
13 =2188/0-5-8 (min. 0-4-1)
Max Horz1 =-322(LC 6)Max Uplift1 =-137(LC 8)10 =-160(LC 7)
Max Uplift13 =-239(LC 7)
Max Grav
1 =1285(LC 2)
10 =809(LC 20)
13 =2572(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-18=-1759/212, 2-18=-1472/230, 2-19=-1159/229, 19-20=-1135/232, 20-21=-971/233, 21-22=-880/246, 3-22=-770/260, 3-23=-845/264, 4-23=-1013/247, 4-5=-299/148, 5-24=-298/137, 6-24=-377/128, 6-25=-38/672, 7-25=-47/459, 7-26=-454/107, 8-26=-590/95, 8-10=-753/185BOT CHORD
1-28=-84/1250, 17-28=-84/1250, 17-29=-84/1250,
16-29=-84/1250, 16-30=0/765, 15-30=0/765, 15-31=0/760,
14-31=0/760, 13-14=-513/192, 6-13=-2028/326
WEBS2-17=0/275, 2-16=-768/219, 3-16=-188/688, 4-16=-315/140, 4-14=-1042/143, 6-14=-166/1335, 11-13=-41/437, 7-13=-1006/170
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-0 to 3-7-14,Interior(1) 3-7-14 to 8-5-12, Exterior(2) 8-5-12 to 11-11-10, Interior(1) 15-5-8 to 16-5-9,Exterior(2) 19-8-5 to 36-3-0 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 1=137, 10=160, 13=239.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. Continued on page 2
Job
Q1103376
Truss
H7
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:53 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-OSrcHmxMXFrHwOBrQ1p85dWUNZxwFwburkkxkDzB?gG
NOTES (13)
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
M1
Truss Type
Half Hip Truss
Qty
7
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:48 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-1U1jE3tEjjD?qdIteUEzOapZ1YDzal49iS0A2?zB?gL
Scale = 1:52.5
W1
T1
T2 W6
B1W1W3
W4
W5
W7
W2
1
2
3
4
8 7 6 5
9
10
11
4x6
1.5x4 4x9
6x6
4x4 1.5x4 4x4
3x6
3x6
3x6
3x6
3x6
3x6
2-6-0
2-6-0
7-11-0
5-5-0
13-7-8
5-8-8
2-6-0
2-6-0
7-11-0
5-5-0
13-7-8
5-8-8
1-0-0
10-0-5
10-3-4
9-2-13
0-9-8
1-0-0
10.00 12
Plate Offsets (X,Y): [2:0-6-0,0-2-0], [4:0-2-8,Edge]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.870.880.63
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.15-0.250.04
(loc)
6-76-79
l/defl
>999>620n/a
L/d
240180n/a
PLATES
MT20
Weight: 79 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W6,W7: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (10-0-0 max.): 1-2.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 4-5, 2-6, 3-5JOINTS1 Brace at Jt(s): 1
REACTIONS (lb/size)
8 =682/0-5-8 (min. 0-1-8)
9 =699/0-3-8 (min. 0-1-12)
Max Horz
8 =286(LC 9)Max Uplift8 =-7(LC 8)9 =-223(LC 9)Max Grav8 =884(LC 13)
Max Grav9 =1114(LC 13)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-10=-1170/0, 3-10=-759/0, 3-4=-312/190, 5-9=-98/789,
4-9=-325/132BOT CHORD7-8=-177/2517, 6-7=-187/2522, 6-11=-127/787, 5-11=-127/787WEBS2-6=-1750/68, 3-6=0/449, 3-5=-1071/168, 2-8=-2628/0
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 2-6-0,
Interior(1) 2-6-0 to 13-2-4 zone; cantilever left and right exposed ;C-C for members and
forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 8 except (jt=lb) 9=223.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
M2
Truss Type
Monopitch Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:41 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-k864mgnrMZK_UYGXjVcJc50ROjyVRZp75tqIJvzB?gS
Scale = 1:34.7
T1
W5
B1
W3 W4W1
W2
BL1
1
2
3
4
7 6 5
8 9
10
11
4x9
3x4 1.5x4
3x4
4x4
3x4
3x4
3x4
6-1-14
6-1-14
12-3-12
6-1-14
-1-4-0
1-4-0
6-1-14
6-1-14
12-3-12
6-1-14
1-5-1
6-4-1
1-0-0
4.79 12
Plate Offsets (X,Y): [4:Edge,0-1-9]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.570.350.66
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.100.04
(loc)
6-76-79
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 61 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5,W1: 2 X 4 SPF No.2
OTHERS 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)7 =738/0-5-8 (min. 0-1-8)9 =574/0-3-8 (min. 0-1-8)Max Horz7 =184(LC 8)
Max Uplift
7 =-127(LC 8)
9 =-142(LC 9)
Max Grav7 =773(LC 2)9 =687(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-10=-799/24, 3-10=-648/38, 5-8=-58/422, 4-8=-58/422,
2-7=-726/166
BOT CHORD
5-6=-137/671
WEBS
3-5=-713/148, 2-6=0/684
NOTES (12)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,Interior(1) 1-8-0 to 11-10-8 zone; cantilever left and right exposed ;C-C for members andforces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 .
8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain
formula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 7=127, 9=142.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
M3
Truss Type
Monopitch Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:44:15 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-03It7l0Flixiz66TAr_4hJzRxt_9EaJdW9SZANzB?ik
Scale: 1/4"=1'
W1 T2
B1
W2
W3
W4
W6
W5
T1
1
2
3
4
7 6 5
8
9
10
11
12
13 14 15 16
3x6
4x4
4x4
3x4
3x4
6x6
3x6
9-8-0
9-8-0
19-4-0
9-8-0
6-6-8
6-6-8
12-9-8
6-3-0
19-4-0
6-6-8
8-10-11
3-3-0
3.50 12
SKHH28L (USP) FROM 2X8 HEADER
Plate Offsets (X,Y): [3:0-2-4,Edge]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.790.940.49
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.29-0.580.03
(loc)
6-76-75
l/defl
>793>396n/a
L/d
240180n/a
PLATES
MT20
Weight: 91 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W2,W6: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-3 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.WEBS1 Row at midpt 1-7, 2-7, 3-5
REACTIONS (lb/size)7 =1099/Mechanical5 =1064/0-5-8 (min. 0-1-12)Max Horz
7 =-212(LC 7)
Max Uplift
7 =-252(LC 7)
5 =-124(LC 7)Max Grav7 =1296(LC 3)5 =1114(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
1-7=-310/94, 2-10=-1022/116, 3-10=-1157/102, 4-5=-255/99
BOT CHORD
7-13=0/845, 13-14=0/845, 6-14=0/845, 6-15=-96/1072,
15-16=-96/1072, 5-16=-96/1072
WEBS2-7=-1188/279, 2-6=-39/518, 3-5=-1266/114
NOTES (11)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12,Interior(1) 3-1-12 to 16-2-4, Exterior(2) 16-2-4 to 19-2-4 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 252 lb uplift at joint 7 and 124 lb uplift at joint 5.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
M3G
Truss Type
Monopitch Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:34 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-RoBQIHiR0QS_8TEBpX_gpdDJSvYIIL15UHdQZpzB?gZ
Scale = 1:46.9
W1
T1
B1
W2
W3
W4
W5
W6 W7 W9W8
1
2
3
4
5
10 9 8 7 6
11
12
13
14 15 16
4x6
1.5x4
3x12 MT20H
5x8
6x6
4x12
7x8
4x6
4x9
6x6
0-0-12
0-0-12
4-10-12
4-10-0
9-6-0
4-7-4
13-9-10
4-3-10
18-4-13
4-7-2
4-10-12
4-10-12
9-6-0
4-7-4
13-9-10
4-3-10
18-4-13
4-7-2
8-7-6
3-3-0
3.50 12
Plate Offsets (X,Y): [7:0-3-8,0-2-0], [8:0-2-8,0-4-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.300.390.86
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.09-0.170.03
(loc)
886
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20H
Weight: 254 lb FT = 10%
GRIP
197/144148/108
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W5: 2 X 10 SYP DSS, W9,W8: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 2-10, 3-9
REACTIONS (lb/size)10 =3909/0-6-4 (min. 0-3-3)6 =4057/0-5-8 (min. 0-3-4)Max Horz
10 =-201(LC 6)
Max Uplift
10 =-803(LC 6)
6 =-718(LC 6)Max Grav10 =4093(LC 3)6 =4105(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
2-11=-2711/472, 11-12=-2778/466, 3-12=-2825/466,
3-13=-6075/1108, 4-13=-6129/1099, 4-5=-4352/772,
5-6=-4047/732
BOT CHORD
10-14=-328/2667, 9-14=-328/2667, 9-15=-984/5832, 15-16=-984/5832, 8-16=-984/5832, 7-8=-713/4133WEBS2-10=-4643/921, 2-9=-731/3988, 3-9=-4925/1018, 3-8=-849/4380,4-8=-399/2377, 4-7=-2544/502, 5-7=-839/4882
NOTES (14)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 0-7-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 10 - 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 providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 .
10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 10=803, 6=718.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to supportconcentrated load(s) 6000 lb down and 1164 lb up at 9-6-0 on bottom chord. Thedesign/selection of such connection device(s) is the responsibility of others.14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15Continued on page 2
Job
Q1103376
Truss
M3G
Truss Type
Monopitch Truss
Qty
1
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:34 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-RoBQIHiR0QS_8TEBpX_gpdDJSvYIIL15UHdQZpzB?gZ
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-5=-82, 10-14=-20, 9-14=-60, 9-15=-20, 15-16=-60, 6-16=-20Concentrated Loads (lb)Vert: 8=-6000(F)
Job
Q1103376
Truss
S1
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:28 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-vrSNucYEKXnQ1?fJs3KnYnaZwAAWUjZOW?RtcVzB?nD
Scale = 1:44.4
T1 T1
B1 B1
W5
W4
W3
W3
W2
W4
W3
W3
W2
W1 W1
1
2
3
4
5
6
7
14
13
12
11
10
9
8
15
16
17
18
19
3x8
4x6
3x8
6x9
0-5-8
0-5-8
2-11-7
2-5-15
5-7-5
2-7-15
8-3-4
2-7-15
10-11-3
2-7-15
13-7-1
2-7-15
16-1-0
2-5-15
16-6-8
0-5-8
2-11-7
2-11-7
5-7-5
2-7-15
8-3-4
2-7-15
10-11-3
2-7-15
13-7-1
2-7-15
16-6-8
2-11-7
1-6-0
8-4-11
1-6-0
6-6-2
10.00 12
10.00 12
Plate Offsets (X,Y): [8:0-3-0,0-0-7], [14:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
1-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.110.330.73
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.11-0.210.39
(loc)
11118
l/defl
>999>903n/a
L/d
240180n/a
PLATES
MT20
Weight: 80 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)14 =409/0-5-8 (min. 0-1-8)8 =409/0-5-8 (min. 0-1-8)Max Horz14 =-96(LC 6)Max Uplift
14 =-54(LC 8)
8 =-53(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-844/151, 2-15=-1299/170, 3-15=-1238/173, 3-16=-1440/96, 16-17=-1425/98, 4-17=-1413/102, 4-18=-1413/119, 5-18=-1440/113, 5-19=-1238/133, 6-19=-1299/126, 6-7=-844/120,
TOP CHORD1-2=-844/151, 2-15=-1299/170, 3-15=-1238/173, 3-16=-1440/96,
16-17=-1425/98, 4-17=-1413/102, 4-18=-1413/119,
5-18=-1440/113, 5-19=-1238/133, 6-19=-1299/126, 6-7=-844/120,
1-14=-405/89, 7-8=-405/75
BOT CHORD
12-13=-212/813, 11-12=-214/1266, 10-11=-63/1266, 9-10=-95/813WEBS4-11=-134/1698, 6-10=-33/361, 6-9=-309/50, 7-9=-66/624, 2-12=-1/361, 2-13=-309/64, 1-13=-91/624
NOTES (12)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 2-11-7,
Interior(1) 2-11-7 to 5-3-4, Exterior(2) 5-3-4 to 8-3-4, Interior(1) 11-3-4 to 13-3-12 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) All plates are 3x6 MT20 unless otherwise indicated.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Bearing at joint(s) 14, 8 considers parallel to grain value using ANSI/TPI 1 angle tograin formula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 54 lb uplift at joint 14 and 53 lb uplift at joint 8.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S2
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:23 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-ZteUrvU5W_98xEnL3Wlcrkth69ReqU?fNjj6xIzB?nI
Scale = 1:51.1
0-1-15
0-1-15
W1
T1
T2
T2
T1
W8
B1 B1
W2
W3
W4
W3
W5
W6
W5 W3
W4
W3
W7 BL1
1
2
3
4
5
6 7
14
13
12
11
10
9
8
15
16
17
18
19
20
21
22
3x6 4x9
4x6
4x9
5x12
3x6
3x6
3x6
7x8
3x6
3x6
3x6
3x6
1.5x4
4x6
0-5-8
0-5-8
3-4-13
2-11-5
5-10-0
2-5-4
8-3-4
2-5-4
10-8-8
2-5-4
13-1-11
2-5-4
16-6-8
3-4-13
3-4-13
3-4-13
5-10-0
2-5-4
8-3-4
2-5-4
10-8-8
2-5-4
13-1-11
2-5-4
16-6-8
3-4-13
4-2-1
8-4-11
4-2-1
0-7-4
6-6-2
10.00 12
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [2:0-3-8,0-2-4], [6:0-3-8,0-2-4], [7:0-4-8,0-2-12], [14:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
1-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.180.510.62
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.20-0.310.53
(loc)
111115
l/defl
>972>627n/a
L/d
240180n/a
PLATES
MT20
Weight: 88 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5E, W6: 2 X 4 SPF No.2
OTHERS 2 X 6 SPF 1650F 1.5E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals, and2-0-0 oc purlins (5-6-1 max.): 1-2, 6-7.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 1, 7
REACTIONS (lb/size)14 =410/Mechanical
15 =388/0-3-8 (min. 0-1-8)
Max Horz
14 =-59(LC 6)
Max Uplift14 =-57(LC 8)15 =-50(LC 9)Max Grav14 =506(LC 20)
Max Grav15 =491(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-14=-488/80, 1-16=-1135/137, 2-16=-1134/137, 2-17=-1977/211,
17-18=-1934/212, 3-18=-1898/216, 3-19=-2184/187, 4-19=-2125/192, 4-5=-2184/192, 5-20=-1907/217, 20-21=-1944/213, 6-21=-1986/212, 6-22=-1150/139, 7-22=-1150/139BOT CHORD12-13=-176/1303, 11-12=-196/1915, 10-11=-195/1925, 9-10=-160/1324WEBS1-13=-144/1204, 2-13=-1239/166, 2-12=-28/483, 3-12=-254/28,
4-11=-209/2541, 6-10=-27/475, 6-9=-1238/163, 7-9=-138/1171
NOTES (14)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-4-13,Interior(1) 3-4-13 to 5-3-4, Exterior(2) 5-3-4 to 8-3-4, Interior(1) 11-3-4 to 13-1-11 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.
9) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain
formula. Building designer should verify capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 57 lb uplift at joint 14 and 50 lb uplift at joint 15.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.14) All Plates 20 Gauge Unless Noted
Continued on page 2
Job
Q1103376
Truss
S2
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:23 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-ZteUrvU5W_98xEnL3Wlcrkth69ReqU?fNjj6xIzB?nI
LOAD CASE(S)Standard
Job
Q1103376
Truss
S3
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:18 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-CwrboBQyhSWrqTvOHz9R8gAkw8lA99ivDS0LG4zB?nN
Scale = 1:54.4
0-1-15
0-1-15
W1
T1
T2 T2
T1
W7B1B1
W2
W3
W4
W5
W4
W3
W6
BL1
1
2
3
4 5
10
9
8
7
6
11
12 13 14
15
16
17 18
19
20 21
22
4x6 4x9
4x6
4x9
5x12
3x6
6x9
3x6
3x6
1.5x4
4x6
4x6 0-5-8
0-5-8
5-4-13
4-11-5
8-3-4
2-10-7
11-1-11
2-10-7
16-6-8
5-4-13
5-4-13
5-4-13
8-3-4
2-10-7
11-1-11
2-10-7
16-6-8
5-4-13
5-10-18-4-11
5-10-1
0-7-4
6-6-2
10.00 12
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [2:0-3-4,0-2-4], [4:0-3-4,0-2-4], [5:0-4-8,0-2-12], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
1-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.530.400.88
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.17-0.300.49
(loc)
8811
l/defl
>999>648n/a
L/d
240180n/a
PLATES
MT20
Weight: 92 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5E
OTHERS 2 X 6 SPF 1650F 1.5E
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-3-0 oc purlins, except end verticals, and2-0-0 oc purlins (4-4-7 max.): 1-2, 4-5.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)10 =410/Mechanical
11 =388/0-3-8 (min. 0-1-8)
Max Horz
10 =35(LC 7)
Max Uplift10 =-61(LC 6)11 =-56(LC 7)Max Grav10 =523(LC 19)
Max Grav11 =487(LC 19)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-10=-509/87, 1-12=-1279/193, 12-13=-1279/193,
13-14=-1279/193, 2-14=-1278/193, 2-15=-1806/237, 15-16=-1769/238, 16-17=-1755/239, 3-17=-1725/243, 3-18=-1734/243, 18-19=-1755/239, 4-19=-1805/236, 4-20=-1283/194, 20-21=-1284/194, 21-22=-1284/194, 5-22=-1284/194BOT CHORD8-9=-228/1494, 7-8=-230/1501WEBS1-9=-195/1304, 2-9=-1213/212, 3-8=-272/2050, 4-7=-1208/210,
5-7=-190/1280
NOTES (14)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 5-4-13, Exterior(2) 5-4-13 to 8-3-4, Interior(1) 11-1-11 to 12-11-4zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.
9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain
formula. Building designer should verify capacity of bearing surface.
10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 61 lb uplift at joint 10 and 56 lb uplift at joint 11.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.14) All Plates 20 Gauge Unless Noted
Continued on page 2
Job
Q1103376
Truss
S3
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:18 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-CwrboBQyhSWrqTvOHz9R8gAkw8lA99ivDS0LG4zB?nN
LOAD CASE(S)Standard
Job
Q1103376
Truss
S4
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:14 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-K8c5yqNSdD0PMrbd274V_q?zIXLTDLDKIq286JzB?nR
Scale = 1:43.0
BL1
T1
B1 B1
W1 W2
W3 W4
W5
W6
W5
W4 W3
W2 W1
BL1
T2
1 2 3 4 5 6 7 8
15
14
13
12
11
10
9
16
5x6 3x4
3x6
4x4
4x6
5x6
10x12
5x6
4x6
4x4
3x6
5x6
3x6 3x6
0-5-8
0-5-8
2-11-7
2-5-15
5-7-5
2-7-15
8-3-4
2-7-15
10-11-3
2-7-15
13-7-1
2-7-15
16-1-0
2-5-15
16-6-8
0-5-8
2-11-7
2-11-7
5-7-5
2-7-15
8-3-4
2-7-15
10-11-3
2-7-15
13-7-1
2-7-15
16-1-0
2-5-15
16-6-8
0-5-8
7-6-1
6-6-2
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-2-12], [3:0-2-8,0-1-12], [5:0-2-8,0-1-12], [8:0-2-0,0-2-12], [9:0-3-0,0-0-7], [12:0-6-0,0-6-0], [15:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.950.570.85
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.30-0.591.01
(loc)
12129
l/defl
>645>329n/a
L/d
240180n/a
PLATES
MT20
Weight: 112 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5: 2 X 4 SPF No.2
OTHERS 2 X 6 SPF 1650F 1.5E
BRACING
TOP CHORD
2-0-0 oc purlins (2-1-8 max.): 1-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.JOINTS1 Brace at Jt(s): 1, 8
REACTIONS (lb/size)15 =817/Mechanical9 =817/0-5-8 (min. 0-1-8)
Max Uplift
15 =-159(LC 6)
9 =-159(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-15=-790/170, 1-2=-369/72, 2-3=-1069/207, 3-16=-4433/865, 4-16=-4433/865, 4-5=-4433/865, 5-6=-1069/207, 6-7=-1069/207,
TOP CHORD1-15=-790/170, 1-2=-369/72, 2-3=-1069/207, 3-16=-4433/865,
4-16=-4433/865, 4-5=-4433/865, 5-6=-1069/207, 6-7=-1069/207,
7-8=-369/72, 8-9=-790/170
BOT CHORD
13-14=-104/506, 12-13=-271/1368, 11-12=-271/1368,
10-11=-104/506WEBS1-14=-149/768, 2-14=-945/224, 2-13=-199/1030, 3-13=-1210/272,3-12=-678/3466, 5-12=-678/3466, 5-11=-1210/272, 7-11=-199/1030, 7-10=-945/224, 8-10=-149/768
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 2-11-7,
Interior(1) 2-11-7 to 13-3-12, Exterior(2) 13-3-12 to 16-3-12 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany 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 1-0-0 wide will fit between the bottom chord andany other members.6) All bearings are assumed to be SPF No.2 . 7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 15 and 159 lb uplift at joint 9.10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
S5
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:07 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-1ohRURI3H48P0mZH79SsCMDwvj1n4F3IhErGNDzB?nY
Scale = 1:52.2
W1
T1
W1
B1
B1
W2 W3
W4 W5 W4
W3 W2
1 2 3 4 5
10
9
8
7
6
11 12 13 14
5x6
3x6
4x4
6x9
1.5x4 4x4
3x6
5x6
3x6
3x6
0-5-8
0-5-8
4-3-6
3-9-14
8-3-4
3-11-14
12-3-2
3-11-14
16-1-0
3-9-14
16-6-8
0-5-8
4-3-6
4-3-6
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
9-2-1
6-6-2
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-3-0], [5:0-2-0,0-3-0], [6:0-3-0,0-0-7], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.260.190.62
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.07-0.130.23
(loc)
886
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 114 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
2-0-0 oc purlins (4-9-2 max.): 1-5, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 5-6JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)10 =817/Mechanical
6 =817/0-5-8 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)
6 =-159(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-787/176, 1-11=-467/90, 2-11=-467/90, 2-12=-1441/283,
TOP CHORD1-10=-787/176, 1-11=-467/90, 2-11=-467/90, 2-12=-1441/283,
3-12=-1441/283, 3-13=-1441/283, 4-13=-1441/283, 4-14=-467/90,
5-14=-467/90, 5-6=-787/176
BOT CHORD
8-9=-131/622, 7-8=-131/622
WEBS1-9=-152/789, 2-9=-930/244, 2-8=-223/1128, 3-8=-297/110, 4-8=-223/1128, 4-7=-930/244, 5-7=-152/789
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 13-3-12, Exterior(2) 13-3-12 to 16-3-12 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 159 lb uplift at joint 6.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S6
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:01 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-CeJADNDIhENFIr57nvLSy5zvqI?wgSnPJIOy9ZzB?ne
Scale = 1:61.5
W1
T1
W1
B1
B1
W2 W3
W4 W5 W4
W3 W2
1 2 3 4 5
10
9
8
7
6
11 12 13 14
5x6
3x6
3x4
6x9
1.5x4 3x4
3x6
5x6
3x6
3x6
0-5-8
0-5-8
4-3-6
3-9-14
8-3-4
3-11-14
12-3-2
3-11-14
16-1-0
3-9-14
16-6-8
0-5-8
4-3-6
4-3-6
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
10-10-1
6-6-2
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-3-0], [5:0-2-0,0-3-0], [6:0-3-0,0-0-7], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.230.160.93
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.080.15
(loc)
88-96
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 131 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 5-6JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)10 =817/Mechanical
6 =817/0-5-8 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)
6 =-159(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-785/176, 1-11=-360/69, 2-11=-360/69, 2-12=-845/166,
TOP CHORD1-10=-785/176, 1-11=-360/69, 2-11=-360/69, 2-12=-845/166,
3-12=-845/166, 3-13=-845/166, 4-13=-845/166, 4-14=-360/69,
5-14=-360/69, 5-6=-785/176
BOT CHORD
8-9=-105/484, 7-8=-105/484
WEBS1-9=-141/730, 2-9=-842/227, 2-8=-136/687, 3-8=-308/112, 4-8=-136/687, 4-7=-842/227, 5-7=-141/730
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 13-3-12, Exterior(2) 13-3-12 to 16-3-12 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 159 lb uplift at joint 6.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S6A
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:38:57 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-Kt4fO0Ane?tqpEoMY3HWoFoEtheykejqOgQk0ozB?ni
Scale = 1:67.2
W1
T1
W7
B1
B1
W2 W3
W4 W5 W4
W3 W6 BL1
1 2 3 4 5
10
9
8
7
6
11
12 13 14 15
5x6 5x12
3x6
3x4
6x9
1.5x4 3x4
3x6
3x6
1.5x4
4x6
4x6
4x6
0-5-8
0-5-8
4-3-6
3-9-14
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
4-3-6
4-3-6
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
10-10-1
0-7-4
6-6-2
10.00 12LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-3-0], [5:0-3-8,0-3-0], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.230.160.93
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.080.14
(loc)
88-911
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 142 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5E, W7: 2 X 4 SPF No.2
OTHERS 2 X 6 SPF 1650F 1.5E
BRACING
TOP CHORD
2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 5-6JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)
10 =821/Mechanical
11 =775/0-3-8 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)11 =-150(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-789/177, 1-12=-361/70, 2-12=-361/70, 2-13=-854/167,
TOP CHORD1-10=-789/177, 1-12=-361/70, 2-12=-361/70, 2-13=-854/167,
3-13=-854/167, 3-14=-854/167, 4-14=-854/167, 4-15=-363/70,
5-15=-363/70
BOT CHORD
8-9=-105/486, 7-8=-105/488
WEBS1-9=-142/734, 2-9=-847/228, 2-8=-138/696, 3-8=-315/114, 4-8=-138/694, 4-7=-823/219, 5-7=-138/719
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 12-11-4, Exterior(2) 12-11-4 to 15-11-4 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 150 lb uplift at joint 11.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S7
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:38:54 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-vIOXl_8vL4VFyn3ntwjpAdAjfTcRXRlNijC4PTzB?nl
Scale = 1:69.8
W1
T1
W1
B1
B1
W2 W3
W4 W5 W4
W3 W2
1 2 3 4 5
10
9
8
7
6
11 12 13 14
5x6
3x6
3x4
6x9
1.5x4 3x4
3x6
5x6
3x6
3x6
0-5-8
0-5-8
4-3-6
3-9-14
8-3-4
3-11-14
12-3-2
3-11-14
16-1-0
3-9-14
16-6-8
0-5-8
4-3-6
4-3-6
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
12-6-1
6-6-2
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-3-0], [5:0-2-0,0-3-0], [6:0-3-0,0-0-7], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.230.150.37
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.070.13
(loc)
88-96
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 149 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5E, W2: 2 X 4 SPF No.2BRACING
TOP CHORD
2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 5-6, 2-9, 4-7JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)10 =817/Mechanical
6 =817/0-5-8 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)
6 =-159(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-784/176, 1-11=-293/57, 2-11=-293/57, 2-12=-597/117,
TOP CHORD1-10=-784/176, 1-11=-293/57, 2-11=-293/57, 2-12=-597/117,
3-12=-597/117, 3-13=-597/117, 4-13=-597/117, 4-14=-293/57,
5-14=-293/57, 5-6=-784/176
BOT CHORD
8-9=-88/397, 7-8=-88/397
WEBS1-9=-135/701, 2-9=-787/216, 2-8=-105/528, 3-8=-309/112, 4-8=-105/528, 4-7=-787/216, 5-7=-135/701
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 13-3-12, Exterior(2) 13-3-12 to 16-3-12 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 159 lb uplift at joint 6.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S7A
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:38:48 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-481GVx38lEk5EscdWgdPxMwhC2Z17jEVKnlmCqzB?nr
Scale = 1:79.5
W1
T1
W7
B1
B1
W2 W3
W4 W5 W4
W3 W6
BL1
1 2 3 4 5
10
9
8
7
6
11
12 13 14 15
5x6 5x12
3x6
3x4
6x9
1.5x4 3x4
3x6
3x6
1.5x4
4x6
4x6
4x6 0-5-8
0-5-8
4-3-6
3-9-14
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
4-3-6
4-3-6
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
12-6-1
0-7-4
6-6-2
10.00 12LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-3-0], [5:0-3-8,0-3-0], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.230.150.37
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.070.12
(loc)
88-911
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 162 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5E, W7,W2,W6: 2 X 4 SPF No.2
OTHERS 2 X 6 SPF 1650F 1.5E
BRACING
TOP CHORD
2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 2-9, 4-7JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)
10 =821/Mechanical
11 =775/0-3-8 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)11 =-150(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-788/176, 1-12=-294/57, 2-12=-294/57, 2-13=-603/118,
TOP CHORD1-10=-788/176, 1-12=-294/57, 2-12=-294/57, 2-13=-603/118,
3-13=-603/118, 3-14=-603/118, 4-14=-603/118, 4-15=-296/57,
5-15=-296/57
BOT CHORD
8-9=-88/399, 7-8=-88/401
WEBS1-9=-136/704, 2-9=-792/217, 2-8=-106/535, 3-8=-316/115, 4-8=-106/533, 4-7=-767/209, 5-7=-132/690
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 12-11-4, Exterior(2) 12-11-4 to 15-11-4 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 150 lb uplift at joint 11.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S8
Truss Type
Half Hip Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:42 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-VXIgqOj01qYRj9k?h0b37k9wWq?lm8lSkBqd6hzB?n?
Scale = 1:76.2
T1
W8
B1
B1
W2 W3
W4 W5 W6
W7 W2
W1
1 2 3 4 5
10
9
8
7
6
11 12 13 14
3x6
3x6
3x4
6x9
1.5x4 3x4
3x6
5x6
3x6
3x6
0-5-8
0-5-8
4-3-8
3-10-0
8-3-4
3-11-12
12-3-2
3-11-14
16-1-0
3-9-14
16-6-8
0-5-8
0-3-12
0-3-12
4-3-8
3-11-12
8-3-4
3-11-12
12-3-2
3-11-14
16-6-8
4-3-6
13-7-14
6-6-2
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [5:0-2-0,0-3-0], [6:0-3-0,0-0-7], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.230.140.36
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.04-0.070.12
(loc)
88-96
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 162 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except*
W8,W1: 2 X 6 SPF 1650F 1.5E, W4,W5,W6: 2 X 4 SPF StudBRACING
TOP CHORD
2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-6, 2-9, 4-7, 1-10JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)10 =817/Mechanical
6 =817/0-5-4 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)
6 =-159(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-11=-260/50, 2-11=-260/50, 2-12=-496/97, 3-12=-496/97,
TOP CHORD1-11=-260/50, 2-11=-260/50, 2-12=-496/97, 3-12=-496/97,
3-13=-496/97, 4-13=-496/97, 4-14=-260/50, 5-14=-260/50,
5-6=-784/175, 1-10=-784/176
BOT CHORD
8-9=-80/355, 7-8=-80/354
WEBS1-9=-133/688, 2-9=-761/211, 2-8=-93/467, 3-8=-307/111, 4-8=-93/468, 4-7=-761/211, 5-7=-133/688
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 13-3-12, Exterior(2) 13-3-12 to 16-3-12 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 159 lb uplift at joint 6.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
S9
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:49 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-otDJIooPO_QR2DmLb_DivDy6deOzvCvTLm0UrnzB?mu
Scale = 1:57.5
W1
T1
W1
B1
B1
W2 W3
W4 W5 W4
W3 W2
1 2 3 4 5
10
9
8
7
6
11 12 13 14
5x6
3x6
4x4
6x9
1.5x4 4x4
3x6
5x6
3x6
3x6
0-5-8
0-5-8
4-3-6
3-9-14
8-3-4
3-11-14
12-3-2
3-11-14
16-1-0
3-9-14
16-6-8
0-5-8
4-3-6
4-3-6
8-3-4
3-11-14
12-3-2
3-11-14
16-6-8
4-3-6
10-1-5
6-6-2
10.00 12
LUS26 FROM G3 GIRDER
Plate Offsets (X,Y): [1:0-2-0,0-3-0], [5:0-2-0,0-3-0], [6:0-3-0,0-0-7], [10:0-3-0,0-0-7]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.240.170.78
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.05-0.090.17
(loc)
88-96
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 123 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
2-0-0 oc purlins (5-7-14 max.): 1-5, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-10, 5-6JOINTS1 Brace at Jt(s): 1, 5
REACTIONS (lb/size)10 =817/Mechanical
6 =817/0-5-8 (min. 0-1-8)
Max Uplift
10 =-159(LC 6)
6 =-159(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-786/176, 1-11=-400/77, 2-11=-400/77, 2-12=-1033/202,
TOP CHORD1-10=-786/176, 1-11=-400/77, 2-11=-400/77, 2-12=-1033/202,
3-12=-1033/202, 3-13=-1033/202, 4-13=-1033/202, 4-14=-400/77,
5-14=-400/77, 5-6=-786/176
BOT CHORD
8-9=-115/535, 7-8=-115/535
WEBS1-9=-145/751, 2-9=-875/233, 2-8=-162/818, 3-8=-305/112, 4-8=-162/818, 4-7=-875/233, 5-7=-145/751
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 13-3-12, Exterior(2) 13-3-12 to 16-3-12 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
3) Provide adequate drainage to prevent water ponding.4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 159 lb uplift at joint 10 and 159 lb uplift at joint 6.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to
truss TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
T1
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:24 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-ktbeCsaAMLBOxwTGERoKPWpXdt2WzqjcBjCuCOzB?gj
Scale = 1:80.9
0-1-15
0-1-15
T2 T3
T4
T5
T6
W16
B1
W3
W4
W5 W6 W7
W8
W9
W10
W11
W13
W14
W15
W1
W2
T1
B212
3
4
5
6
7
8
9
10
11 12
19 18 17 16 15 14 13
20
21
22
23
24
25
26
27
28
29 30 31 32 33 34
3x6
4x6
10x12
5x6
3x4
4x9 3x4
4x6
4x4
6x9
4x9
5x6
4x9
4x4
10x12
4x4
3x8
7-4-12
7-4-12
14-6-0
7-1-4
23-9-0
9-3-0
25-3-0
1-6-0
30-6-0
5-3-0
31-10-8
1-4-8
-1-4-0
1-4-0
5-0-5
5-0-5
9-9-3
4-8-13
14-6-0
4-8-13
19-1-8
4-7-8
23-9-0
4-7-8
25-3-0
1-6-0
27-10-8
2-7-8
30-6-0
2-7-8
31-10-8
1-4-8
1-0-0
5-2-9
13-1-0
13-6-14
1-0-0
5-2-9
10.00 12
Plate Offsets (X,Y): [2:0-1-11,0-2-0], [8:0-2-7,0-3-8], [9:0-3-0,0-1-8], [14:0-6-0,0-3-5], [17:0-4-8,0-3-4]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.580.800.85
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.41-0.720.11
(loc)
16-1716-1713
l/defl
>932>526n/a
L/d
240180n/a
PLATES
MT20
Weight: 184 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W4,W5,W6,W7,W8: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-11-13 oc purlins, except end verticals, and
2-0-0 oc purlins (4-7-6 max.): 8-9, 11-12.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-17, 6-17, 7-17, 4-19JOINTS1 Brace at Jt(s): 12
REACTIONS (lb/size)
13 =1769/0-4-0 (min. 0-3-8)
19 =1946/0-5-8 (min. 0-3-1)
Max Horz
19 =368(LC 7)Max Uplift13 =-190(LC 9)19 =-257(LC 8)Max Grav13 =2212(LC 22)
Max Grav19 =1946(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-20=-497/153, 3-20=-353/164, 3-4=-348/176, 4-21=-2074/329,
5-21=-1956/352, 5-22=-1736/353, 22-23=-1724/353, 23-24=-1684/362, 6-24=-1631/376, 6-25=-1682/379, 25-26=-1880/357, 7-26=-1938/356, 7-27=-3329/521, 8-27=-3684/506, 8-9=-2314/320, 9-10=-3182/379, 10-28=-4196/439, 11-28=-4388/430, 2-19=-578/247BOT CHORD19-29=-223/1546, 29-30=-223/1546, 18-30=-223/1546, 18-31=-138/1417, 31-32=-138/1417, 17-32=-138/1417, 17-33=-83/1909, 33-34=-83/1909, 16-34=-83/1909,
15-16=-204/2748, 14-15=-267/2724, 13-14=-338/3543
WEBS
5-18=-97/346, 5-17=-621/208, 6-17=-353/1768, 7-17=-1338/283,
7-16=-249/1781, 8-16=-1271/312, 8-15=-1382/88, 9-15=-183/1688, 10-15=-529/144, 10-14=-74/971, 11-14=-894/130, 11-13=-3783/354, 4-19=-1816/152
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-10-4,Interior(1) 1-10-4 to 11-3-12, Exterior(2) 11-3-12 to 14-6-0, Interior(1) 17-8-4 to 23-9-0,Exterior(2) 25-3-0 to 31-8-12 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 13=190, 19=257.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. Continued on page 2
Job
Q1103376
Truss
T1
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:25 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-C381PCbo7fJFZ42Sn8JZyjMhNGOliHzmPNySkqzB?gi
NOTES (13)
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T2
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:20 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-r6L8MUXfJ6hzTJ9V?bkOFgesHFh510U1G5Eh3dzB?gn
Scale = 1:78.8
0-1-15
0-1-15
T2 T3
T4
T3
T5
W16
B1
W3
W4
W5 W6 W7
W8
W9
W10
W11
W12 W13 W14
W15
W1
W2
B212
3
4
5
6
7
8 9
10
11 12
19 18 17 16 15 14 13
20
21
22
23
24
25
26
27 28
29 30 31 32 33 34
3x8
4x6
7x8
5x6
3x4
4x9 3x4
4x6
4x4
5x9
5x6
6x9
3x4
4x4
3x6
7x8 4x4
3x8
7-4-12
7-4-12
14-6-0
7-1-4
21-9-0
7-3-0
23-3-0
1-6-0
30-6-0
7-3-0
31-10-8
1-4-8
-1-4-0
1-4-0
5-0-5
5-0-5
9-9-3
4-8-13
14-6-0
4-8-13
18-1-8
3-7-8
21-9-0
3-7-8
23-3-0
1-6-0
26-10-8
3-7-8
30-6-0
3-7-8
31-10-8
1-4-8
1-0-0
6-10-9
13-1-0
13-6-14
1-0-0
6-10-9
10.00 12
Plate Offsets (X,Y): [2:0-1-11,0-2-0], [8:0-3-8,0-2-7], [9:0-3-0,0-2-1], [17:0-4-8,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.540.700.86
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.28-0.480.10
(loc)
16-1716-1713
l/defl
>999>795n/a
L/d
240180n/a
PLATES
MT20
Weight: 193 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W4,W5,W6,W7,W8: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals, and
2-0-0 oc purlins (4-7-4 max.): 8-9, 11-12.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-17, 6-17, 7-17, 8-16, 3-19JOINTS1 Brace at Jt(s): 12
REACTIONS (lb/size)
13 =1743/0-4-0 (min. 0-3-7)
19 =1943/0-5-8 (min. 0-3-1)
Max Horz
19 =368(LC 7)Max Uplift13 =-188(LC 9)19 =-257(LC 8)Max Grav13 =2196(LC 22)
Max Grav19 =1943(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-20=-494/155, 3-20=-350/178, 3-21=-2069/332, 4-21=-1967/340,
4-5=-1952/355, 5-22=-1702/359, 22-23=-1690/359, 23-24=-1644/371, 6-24=-1637/382, 6-25=-1802/396, 7-25=-1844/378, 7-26=-2742/498, 8-26=-3021/487, 8-9=-2274/342, 9-27=-2706/369, 27-28=-2853/357, 10-28=-2904/351, 10-11=-4463/432, 2-19=-576/248BOT CHORD19-29=-227/1542, 29-30=-227/1542, 18-30=-227/1542, 18-31=-143/1407, 31-32=-143/1407, 17-32=-143/1407, 17-33=-56/1721, 33-34=-56/1721, 16-34=-56/1721,
15-16=-133/2082, 14-15=-245/2556, 13-14=-324/3588
WEBS
5-18=-94/372, 5-17=-633/207, 6-17=-379/1786, 7-17=-1311/285,
7-16=-252/1509, 8-16=-2049/352, 9-16=-65/797, 9-15=-93/592, 10-15=-653/180, 10-14=-92/1206, 11-14=-995/165, 11-13=-3848/336, 3-19=-1813/153
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-10-4,Interior(1) 1-10-4 to 11-3-12, Exterior(2) 11-3-12 to 14-6-0, Interior(1) 17-8-4 to 21-9-0,Exterior(2) 23-3-0 to 31-8-12 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 13=188, 19=257.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. Continued on page 2
Job
Q1103376
Truss
T2
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:20 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-r6L8MUXfJ6hzTJ9V?bkOFgesHFh510U1G5Eh3dzB?gn
NOTES (13)
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T3
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:15 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-V8YFJnTXUa3gMYHXC28DYcxwqE2PMkUI6qXwOQzB?gs
Scale = 1:76.6
0-1-15
0-1-15T2
T3
T4
T5
B1
W3
W4
W5 W6 W7
W8
W9
W10
W11 W12W1
W2
W1
W13B212
3
4
5
6
7 8
9
1011
18 17 16 15 14 13 12
19
20
21
22
23
24
25
26
27
28
29
30 31 32 33 34
3x8
4x6
8x9
5x6
3x4
4x4
4x4
5x8 4x4
3x4
3x6
5x6
4x4
3x8 3x4
4x9
7-4-12
7-4-12
14-6-0
7-1-4
19-9-0
5-3-0
21-3-0
1-6-0
25-8-12
4-5-12
30-6-0
4-9-4
-1-4-0
1-4-0
5-0-5
5-0-5
9-9-3
4-8-13
14-6-0
4-8-13
19-9-0
5-3-0
21-3-0
1-6-0
25-8-12
4-5-12
30-6-0
4-9-4
31-10-0
1-4-0
1-0-0
8-6-9
13-1-0
13-6-14
1-0-0
8-6-9
10.00 12
Plate Offsets (X,Y): [2:0-1-11,0-2-0], [7:0-3-8,0-2-7], [8:0-3-0,0-2-1], [16:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.840.480.91
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.17-0.290.07
(loc)
16-1716-1712
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 191 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W4,W5,W6,W7: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (5-1-6 max.): 7-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13.WEBS1 Row at midpt 5-16, 7-16, 7-15, 3-18
REACTIONS (lb/size)18 =1840/0-5-8 (min. 0-2-14)
12 =1782/0-5-8 (min. 0-3-13)
Max Horz
18 =-347(LC 6)
Max Uplift18 =-248(LC 8)12 =-249(LC 9)Max Grav18 =1840(LC 1)
Max Grav12 =2416(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-19=-476/155, 3-19=-333/178, 3-20=-1935/319, 4-20=-1833/327,
4-5=-1815/342, 5-21=-1486/342, 21-22=-1474/351, 22-23=-1404/355, 6-23=-1381/367, 6-24=-1259/356, 24-25=-1450/342, 25-26=-1493/340, 7-26=-1704/334, 7-8=-1658/318, 8-27=-1996/329, 9-27=-2227/308, 9-28=-2147/268, 28-29=-2359/253, 10-29=-2537/246, 2-18=-564/248, 10-12=-2360/310BOT CHORD18-30=-212/1444, 30-31=-212/1444, 17-31=-212/1444, 17-32=-130/1294, 32-33=-130/1294, 16-33=-130/1294,
16-34=-2/1658, 15-34=-2/1658, 14-15=0/1548, 13-14=-63/1781
WEBS
5-17=-91/401, 5-16=-647/201, 6-16=-316/1357, 7-16=-1030/239,
7-15=-522/103, 8-15=-70/667, 8-14=-79/299, 9-14=-333/143, 3-18=-1698/143, 10-13=-101/1634
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-10,Interior(1) 1-8-10 to 11-5-6, Exterior(2) 11-5-6 to 14-6-0, Interior(1) 17-6-10 to 19-9-0,Exterior(2) 21-3-0 to 31-10-0 zone; cantilever left and right exposed ;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 18=248, 12=249.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. Continued on page 2
Job
Q1103376
Truss
T3
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:15 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-V8YFJnTXUa3gMYHXC28DYcxwqE2PMkUI6qXwOQzB?gs
NOTES (13)
12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss
TC w/ 2-10d nails.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T4
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:08 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-CodbrOO88QAg0TFBI4Wam89rfQfkDd0GVEK2eKzB?gz
Scale = 1:82.0
0-1-15
0-1-15
T2
T3
T4
T5
B1
W3
W4
W5 W6 W7
W8
W9
W8
W10
W11
W12
W1
W2
W1
W13T1
T6B212
3
4
5
6
7
8
9
10
11
12
13
20 19 18 17 16 15 14
21
22
23
24
25
26
27
28 29
30
31 32 33 34 35 36 37
3x6
4x6
6x6
5x8
3x6
3x4
4x4
4x4
5x8 3x4
4x4
4x4
3x4
4x6
4x4
3x8 12x12
7-4-12
7-4-12
14-6-0
7-1-4
17-9-0
3-3-0
19-3-0
1-6-0
24-8-12
5-5-12
30-6-0
5-9-4
-1-4-0
1-4-0
5-0-5
5-0-5
9-9-3
4-8-13
14-6-0
4-8-13
17-9-0
3-3-0
19-3-0
1-6-0
22-10-13
3-7-13
26-6-11
3-7-13
30-6-0
3-11-5
31-10-0
1-4-0
1-0-0
10-2-913-1-0
13-6-14
1-0-0
10-2-9
10.00 12
Plate Offsets (X,Y): [2:0-1-11,0-2-0], [7:0-2-5,Edge], [8:0-2-4,0-3-4], [14:Edge,0-3-8], [18:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.390.480.77
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.17-0.290.08
(loc)
18-1918-1914
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 207 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF No.2 *Except*
W3,W10,W11,W12,W2,W13: 2 X 4 SPF Stud, W1: 2 X 6 SPF 1650F 1.5EBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-6-1 oc purlins, except end verticals, and
2-0-0 oc purlins (5-10-8 max.): 7-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-18, 6-18, 7-18, 7-17, 8-17, 4-20, 10-14
REACTIONS (lb/size)20 =1849/0-5-8 (min. 0-2-14)14 =1826/0-5-8 (min. 0-3-11)
Max Horz
20 =-347(LC 6)
Max Uplift
20 =-248(LC 8)14 =-248(LC 9)Max Grav20 =1849(LC 1)14 =2363(LC 20)
Max Grav20 =1849(LC 1)
14 =2363(LC 20)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-21=-472/156, 3-21=-330/167, 3-4=-324/179, 4-22=-1950/324, 5-22=-1832/347, 5-23=-1499/349, 23-24=-1487/358, 24-25=-1396/363, 6-25=-1393/375, 6-7=-1602/386, 7-26=-1439/322, 8-26=-1440/321, 8-27=-1815/350, 9-27=-2006/333, 9-28=-2140/321, 28-29=-2297/311, 10-29=-2459/303, 10-11=-372/111, 11-30=-395/101, 12-30=-576/93, 2-20=-562/249, 12-14=-684/191BOT CHORD20-31=-217/1455, 31-32=-217/1455, 19-32=-217/1455,
19-33=-135/1309, 33-34=-135/1309, 18-34=-135/1309,
18-35=-22/1440, 17-35=-22/1440, 16-17=-5/1427,
16-36=-20/1699, 36-37=-20/1699, 15-37=-20/1699,
14-15=-66/1806WEBS5-19=-89/396, 5-18=-643/205, 6-18=-367/1516, 7-18=-1072/258, 7-17=-365/119, 8-17=-109/312, 8-16=-85/707, 9-16=-592/158, 9-15=-70/258, 4-20=-1716/146, 10-14=-2224/179
WEBS5-19=-89/396, 5-18=-643/205, 6-18=-367/1516, 7-18=-1072/258,
7-17=-365/119, 8-17=-109/312, 8-16=-85/707, 9-16=-592/158,
9-15=-70/258, 4-20=-1716/146, 10-14=-2224/179
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-10,Interior(1) 1-8-10 to 11-5-6, Exterior(2) 11-5-6 to 22-3-10, Interior(1) 22-3-10 to 28-9-6zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 .
Continued on page 2
Job
Q1103376
Truss
T4
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:08 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-CodbrOO88QAg0TFBI4Wam89rfQfkDd0GVEK2eKzB?gz
NOTES (13)
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 20=248, 14=248.
10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to trussTC w/ 2-10d nails.13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
Q1103376
Truss
T5
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:46:01 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-vSiyN_IlnHIfhOCrN6ux_fMfEbFS4RVEue7AvDzB?h4
Scale = 1:84.2
0-1-15
0-1-15
T2
T3
T5
B1
W3
W4
W5 W6
W7
W8
W9
W10
W1 W2
W12
BL1
T1
1 2
3
4
5
6
7 8
9
15 14 13 12 11 10
16
17
18
19
20
21
22
23 24 25 26
3x6
4x4
4x9
6x9
4x9
3x8 3x4
4x4
4x4
3x8
4x4
1.5x4
3x4
3x6
3x4
3x4
3x4
7-4-12
7-4-12
14-6-0
7-1-4
15-9-0
1-3-0
17-3-0
1-6-0
19-8-0
2-5-0
-1-4-0
1-4-0
5-0-5
5-0-5
9-9-3
4-8-13
14-6-0
4-8-13
15-9-0
1-3-0
17-3-0
1-6-0
19-8-0
2-5-0
1-0-0
11-10-9
13-1-0
13-6-14
0-9-8
11-10-9
10.00 12
Plate Offsets (X,Y): [7:0-3-8,0-2-4], [8:0-6-12,Edge], [9:0-2-14,0-2-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.330.520.82
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.13-0.230.02
(loc)
13-1413-1416
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 190 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except*
W3,W2: 2 X 4 SPF Stud, W1: 2 X 6 SPF 1650F 1.5E
OTHERS 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-7-1 oc purlins, except end verticals, and2-0-0 oc purlins (6-0-0 max.): 7-8.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 5-13, 7-12, 8-11, 9-10, 8-10
REACTIONS (lb/size)15 =1199/0-5-8 (min. 0-1-14)
16 =1051/0-3-8 (min. 0-1-10)
Max Horz
15 =369(LC 8)
Max Uplift15 =-127(LC 8)16 =-188(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-17=-361/139, 3-18=-1067/100, 4-18=-948/111, 4-5=-841/123,
5-19=-552/116, 19-20=-413/121, 20-21=-368/125, 6-21=-348/132,
6-7=-408/155, 7-8=-261/110, 2-15=-480/237, 10-16=-180/970
BOT CHORD
15-23=-261/817, 23-24=-261/817, 14-24=-261/817,
14-25=-163/606, 25-26=-163/606, 13-26=-163/606, 12-13=-55/261WEBS5-14=-106/474, 5-13=-614/219, 6-13=-85/251, 7-13=-84/554, 7-12=-785/136, 8-12=-167/751, 3-15=-914/0, 8-10=-944/187
NOTES (14)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,
Interior(1) 1-8-0 to 11-6-0, Exterior(2) 11-6-0 to 19-2-12 zone; cantilever left and right
exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-03) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) Provide adequate drainage to prevent water ponding.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) All bearings are assumed to be SPF No.2 . 9) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 15=127, 16=188.
11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T6GE
Truss Type
Common Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:57 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-0gSRXdFEj2oECnv49Gp?ppB?H_0x8pNez09zmSzB?h8
Scale = 1:21.6
W1
T1 T1
W1
B1
ST1
1
2
3
4
5
8 7 6
9
10 11
12
1.5x4
3x4
4x4
3x4
1.5x4 1.5x4
5-4-0
5-4-0
-1-4-0
1-4-0
2-8-0
2-8-0
5-4-0
2-8-0
6-8-0
1-4-0
1-0-0
3-2-11
3-8-9
1-0-0
10.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.20
0.050.06
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.02
-0.020.00
(loc)
5
56
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 23 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)8 =242/5-4-0 (min. 0-1-8)6 =242/5-4-0 (min. 0-1-8)7 =269/5-4-0 (min. 0-1-8)Max Horz8 =66(LC 7)Max Uplift
8 =-130(LC 8)
6 =-132(LC 9)
Max Grav
8 =257(LC 2)6 =257(LC 3)7 =269(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (15)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see MiTek "Standard Gable End Detail"3) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
6) Gable requires continuous bottom chord bearing.
7) Truss to be fully sheathed from one face or securely braced against lateral movement
(i.e. diagonal web).8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.11) All bearings are assumed to be SPF No.2 . 12) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 8=130, 6=132.
13) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T7GE
Truss Type
Common Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:54 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-c5nIvbDMR7PfLJAVT8GICBZU?n?2xSyCH3xJ97zB?hB
Scale = 1:28.3
W1
T1 T1
W1
B1
ST3
ST2
ST1
ST2
ST1
1
2
3
4
5
6
7
8
9
16 15 14 13 12 11 10
17 18
19 20
3x4
4x4
3x4
10-0-0
10-0-0
-1-4-0
1-4-0
5-0-0
5-0-0
10-0-0
5-0-0
11-4-0
1-4-0
1-0-0
5-2-0
5-7-14
1-0-0
10.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.21
0.060.10
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.02
-0.020.00
(loc)
9
910
l/defl
n/r
n/rn/a
L/d
120
90n/a
PLATES
MT20
Weight: 47 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 10-0-0.(lb) - Max Horz16=-121(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) 10, 14, 12, 11 except 16=-115(LC 6), 15=-112(LC 7)Max Grav
All reactions 250 lb or less at joint(s) 16, 10, 15, 11 except
13=315(LC 1), 14=260(LC 2), 12=260(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (16)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -1-4-0 to 1-8-0,Exterior(2) 1-8-0 to 2-0-0, Corner(3) 2-0-0 to 5-0-0, Exterior(2) 8-0-0 to 8-4-0 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see MiTek "Standard Gable End Detail"3) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
6) All plates are 1.5x4 MT20 unless otherwise indicated.
7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e. diagonal web).9) Gable studs spaced at 2-0-0 oc.10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.11) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.
12) All bearings are assumed to be SPF No.2 .
13) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 10, 14, 12, 11 except (jt=lb) 16=115, 15=112.
14) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 16) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T8GE
Truss Type
Common Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:50 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-kKXo3EArNuvDsiskEIBM1LPre9d5?eOcMRz50MzB?hF
Scale = 1:30.6
W1
T1 T1
W1
B1
ST3
ST2
ST1
ST2
ST11
2
3
4
5
6
7
14 13 12 11 10 9 8
15
16 17
18
2x4
4x4
2x4
11-1-2
11-1-2
5-6-9
5-6-9
11-1-2
5-6-9
1-0-0
5-7-7
1-0-0
10.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.10
0.060.07
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
n/a
n/a0.00
(loc)
-
- 8
l/defl
n/a
n/an/a
L/d
999
999n/a
PLATES
MT20
Weight: 48 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 11-1-2.(lb) - Max Horz14=-129(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) 14, 8, 12, 10 except 13=-130(LC 8), 9=-127(LC 9)Max Grav
All reactions 250 lb or less at joint(s) 14, 8, 13, 9 except
11=254(LC 1), 12=264(LC 2), 10=264(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (15)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see MiTek "Standard Gable End Detail"3) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) Gable requires continuous bottom chord bearing.
7) Truss to be fully sheathed from one face or securely braced against lateral movement
(i.e. diagonal web).
8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.11) All bearings are assumed to be SPF No.2 . 12) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 14, 8, 12, 10 except (jt=lb) 13=130, 9=127.
13) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
15) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T9SGE
Truss Type
GABLE
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:44 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-vAAXoA54n2948nPau14yo49fYlV2bp9k_VWnpjzB?hL
Scale = 1:58.0
T1 T2
B1
W5
W4 W3W4W3W1
W2
W1
W2
ST5
ST6
ST3
ST4ST2ST1
ST5
ST6
ST3
ST4 ST2 ST1
B21
2
3
4
5
6
11 10 9 8 7
32
33
34 35
36
37
38
39 40
4x6
4x4
2x4
5x8
3x6
4x4
3x6
4x4
3x6
2x4
5-1-2
5-1-2
11-1-2
6-0-0
17-1-2
6-0-0
22-2-4
5-1-2
-1-4-0
1-4-0
5-1-2
5-1-2
11-1-2
6-0-0
17-1-2
6-0-0
22-2-4
5-1-2
1-0-0
10-2-15
10-8-13
1-0-0
10.00 12
Plate Offsets (X,Y): [6:0-1-0,0-1-12], [9:0-3-4,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.720.360.57
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.05-0.110.02
(loc)
8-98-97
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 151 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5,W1: 2 X 4 SPF No.2
OTHERS 2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11.
REACTIONS (lb/size)11 =1292/0-5-8 (min. 0-2-0)7 =1163/0-5-8 (min. 0-1-13)Max Horz
11 =285(LC 7)
Max Uplift
11 =-208(LC 8)
7 =-139(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-32=-1376/172, 3-32=-1143/196, 3-33=-1034/213,
TOP CHORD2-32=-1376/172, 3-32=-1143/196, 3-33=-1034/213,
33-34=-879/225, 4-34=-867/242, 4-35=-859/242, 35-36=-871/225,
36-37=-889/223, 5-37=-1028/212, 5-38=-1151/200,
6-38=-1383/184, 2-11=-1246/246, 6-7=-1118/178
BOT CHORD
10-11=-278/281, 10-39=-153/967, 9-39=-153/967, 9-40=-82/981, 8-40=-82/981WEBS4-9=-144/649, 5-9=-463/187, 3-9=-435/179, 2-10=-45/873, 6-8=-40/859
NOTES (14)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,
Interior(1) 1-8-0 to 8-1-2, Exterior(2) 8-1-2 to 11-1-2, Interior(1) 14-1-2 to 19-0-8 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; 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 towind (normal to the face), see MiTek "Standard Gable End Detail"3) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.6) All plates are 1.5x4 MT20 unless otherwise indicated.7) Gable studs spaced at 2-0-0 oc.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.10) All bearings are assumed to be SPF No.2 .
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 208 lb uplift at joint 11 and 139 lb uplift at joint 7.
12) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
T10
Truss Type
Special Truss
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:40 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-0Pw0zp2akqfefA6pfC00dE_zA76Nfxe83tYZgxzB?hP
Scale = 1:62.7
T1
T2
T3
B2
W3
W4 W5 W6
W7
W8
W1
W2
W10W9
B11
2
3
4 5
6
7
13 12 11 10 9 8
14
15
16
17 18
19 20
21 22 23
4x4
3x4 3x4
3x6
4x4
3x8
4x12
1.5x4
3x4
4x6
4x9
4x6
5-8-5
5-8-5
12-7-6
6-11-1
17-0-3
4-4-13
21-8-8
4-8-5
-1-4-0
1-4-0
5-8-5
5-8-5
11-1-2
5-4-13
12-7-6
1-6-4
17-0-3
4-4-13
21-8-8
4-8-5
1-0-0
8-11-12
10-2-15
10-8-13
5-4-3
10.00 12
4.79 12
HUS26 FROM 2ND FLR. BEAM
Plate Offsets (X,Y): [2:0-2-12,0-1-8]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.740.470.80
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.06-0.150.02
(loc)
10-1210-128
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 131 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5,W7,W1,W10: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-6-5 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 3-10, 5-10, 5-9
REACTIONS (lb/size)8 =1518/Mechanical13 =1394/0-5-8 (min. 0-2-3)Max Horz
13 =237(LC 8)
Max Uplift
8 =-153(LC 9)
13 =-190(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-14=-1518/136, 3-14=-1257/163, 3-15=-1092/174,
TOP CHORD2-14=-1518/136, 3-14=-1257/163, 3-15=-1092/174,
15-16=-1076/187, 4-16=-937/203, 4-5=-1132/267, 5-17=-879/206,
17-18=-882/201, 6-18=-1007/195, 6-19=-773/135,
19-20=-881/127, 7-20=-973/127, 2-13=-1348/225, 7-8=-1474/204
BOT CHORD
12-13=-275/210, 12-21=-176/1057, 11-21=-176/1057, 10-11=-176/1057, 10-22=-78/870, 22-23=-78/870, 9-23=-78/870WEBS3-10=-463/176, 4-10=-185/1047, 5-10=-684/197, 6-9=-799/179, 2-12=0/883, 7-9=-124/1203
NOTES (12)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 153 lb uplift at joint 8 and 190 lb uplift at joint 13.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 4-5=-82, 5-7=-132, 12-13=-20, 12-21=-60, 21-22=-20,22-23=-60, 8-23=-20
Job
Q1103376
Truss
T10A
Truss Type
Special Truss
Qty
3
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 14:11:58 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-2OqPPhqynFdmoroJCZC0SHrT?8Byhuxuz0UQofzCHwF
Scale = 1:62.7
T1
T2
T3
B1
W1
W2 W3W4
W5
W6 W8W7
B2
1
2
3 4
5
6
11 10 9 8 7
12
13
14 15
16 17
18 19 20 213x8
4x6
3x4
3x6
1.5x4
3x8
4x12
1.5x4
3x4 4x9
4x6
6-2-11
6-2-11
13-5-14
7-3-3
17-10-11
4-4-13
22-7-0
4-8-5
6-2-11
6-2-11
11-11-10
5-8-15
13-5-14
1-6-4
17-10-11
4-4-13
22-7-0
4-8-5
0-3-4
8-11-12
10-2-15
5-4-3
10.00 12
4.79 12
HUS26 FROM 2ND FLR. BEAM
Plate Offsets (X,Y): [1:0-7-0,0-0-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.800.650.79
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.08-0.160.04
(loc)
1-119-117
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 124 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W3,W5,W8: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 2-9, 4-9, 4-8
REACTIONS (lb/size)1 =1349/0-4-0 (min. 0-2-2)7 =1583/MechanicalMax Horz
1 =195(LC 8)
Max Uplift
1 =-129(LC 8)
7 =-157(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-12=-1852/173, 2-12=-1694/192, 2-13=-1176/182,
TOP CHORD1-12=-1852/173, 2-12=-1694/192, 2-13=-1176/182,
3-13=-1006/210, 3-4=-1215/276, 4-14=-923/212, 14-15=-926/208,
5-15=-1054/201, 5-16=-820/142, 16-17=-921/134,
6-17=-1020/133, 6-7=-1540/213
BOT CHORD
1-18=-212/1307, 11-18=-212/1307, 11-19=-212/1307, 10-19=-212/1307, 9-10=-212/1307, 9-20=-86/935, 20-21=-86/935,8-21=-86/935WEBS2-11=0/301, 2-9=-682/206, 3-9=-193/1115, 4-9=-668/199, 5-8=-793/179, 6-8=-133/1269
NOTES (12)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-0 to 3-2-0,
Interior(1) 3-2-0 to 8-11-10, Exterior(2) 8-11-10 to 11-11-10, Interior(1) 13-5-14 to 19-5-4
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany 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 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.6) All bearings are assumed to be SPF No.2 . 7) Refer to girder(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 1=129, 7=157.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) Load case(s) 1, 2, 3, 12, 13, 14, 15 has/have been modified. Building designer must
review loads to verify that they are correct for the intended use of this truss.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-82, 3-4=-82, 4-6=-132, 1-18=-20, 18-19=-60, 19-20=-20, 20-21=-60,7-21=-202) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Continued on page 2
Job
Q1103376
Truss
T10A
Truss Type
Special Truss
Qty
3
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 14:11:58 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-2OqPPhqynFdmoroJCZC0SHrT?8Byhuxuz0UQofzCHwF
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-13=-82, 3-13=-117, 3-4=-38, 4-6=-88, 1-18=-20, 18-19=-60, 19-20=-20,20-21=-60, 7-21=-203) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-120, 4-14=-170, 6-14=-132, 1-18=-20, 18-19=-60, 19-20=-20,
20-21=-60, 7-21=-20
12) 3rd Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-38, 3-4=-97, 4-6=-88, 1-18=-20, 18-19=-60, 19-20=-20, 20-21=-60, 7-21=-2013) 4th Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-13=-82, 3-13=-117, 3-4=-38, 4-6=-88, 1-18=-20, 18-19=-60, 19-20=-20,20-21=-60, 7-21=-2014) 5th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-120, 4-6=-88, 1-18=-20, 18-19=-60, 19-20=-20, 20-21=-60,
7-21=-20
15) 6th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-38, 4-17=-153, 6-17=-132, 1-18=-20, 18-19=-60, 19-20=-20,20-21=-60, 7-21=-20
Job
Q1103376
Truss
T11
Truss Type
Special Truss
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:32 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-FtR_H4yZcMenixUGBWs8JYfaXvP9nIszDec8OPzB?hX
Scale = 1:58.0
T1
T2
T3
B2
W3 W4
W5 W6
W7
W8
W1
W2
W10W9
B11
2
3
4
5
6
7
12 11 10 9 8
13
14
15
16 17
18 19
20 21 22
4x6
2x4
3x6
4x4
5x9
4x12
1.5x4
1.5x4
4x4
4x9
4x6
4-8-0
4-8-0
4-10-12
0-2-12
12-7-6
7-8-10
17-0-3
4-4-13
21-8-8
4-8-5
-1-4-0
1-4-0
4-10-12
4-10-12
11-1-2
6-2-6
12-7-6
1-6-4
17-0-3
4-4-13
21-8-8
4-8-5
1-0-0
8-11-11
10-2-15
10-8-13
6-3-14
10.00 12
3.50 12
HUS26 FROM 2ND FLR. BEAM
Plate Offsets (X,Y): [2:0-1-0,0-1-8], [10:0-2-8,0-3-4]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.850.370.91
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.08-0.190.00
(loc)
10-1110-118
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 132 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W5,W7,W1,W10: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.WEBS1 Row at midpt 5-10, 5-9
REACTIONS (lb/size)8 =1182/Mechanical11 =1784/0-5-8 (min. 0-2-13)Max Horz
11 =262(LC 8)
Max Uplift
8 =-183(LC 7)
11 =-348(LC 8)Max Grav8 =1260(LC 16)11 =1784(LC 1)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
2-13=-253/368, 3-13=-230/537, 3-14=-707/90, 14-15=-568/105,
4-15=-566/120, 4-5=-747/197, 5-16=-595/184, 16-17=-596/181,
6-17=-707/176, 6-18=-508/115, 18-19=-573/110, 7-19=-666/109,
7-8=-1161/202
BOT CHORD11-20=-299/164, 10-20=-299/164, 10-21=-46/524, 9-21=-46/524WEBS3-11=-1524/396, 3-10=-101/826, 4-10=-135/606, 5-10=-744/189, 6-9=-800/214, 2-11=-300/321, 7-9=-130/929
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 183 lb uplift at joint 8 and 348 lb uplift at joint 11.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) Load case(s) 1, 2, 3, 12, 13, 14, 15, 16 has/have been modified. Building designer
must review loads to verify that they are correct for the intended use of this truss.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 4-5=-82, 5-7=-132, 11-12=-20, 11-20=-60, 10-20=-20,10-21=-60, 21-22=-20, 8-22=-602) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Continued on page 2
Job
Q1103376
Truss
T11
Truss Type
Special Truss
Qty
2
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:32 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-FtR_H4yZcMenixUGBWs8JYfaXvP9nIszDec8OPzB?hX
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-2=-82, 2-15=-82, 4-15=-117, 4-5=-38, 5-7=-88, 11-12=-20, 11-20=-60, 10-20=-20, 10-21=-60, 21-22=-20, 8-22=-603) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-38, 2-4=-38, 4-5=-122, 5-16=-172, 7-16=-132, 11-12=-20, 11-20=-60,
10-20=-20, 10-21=-60, 21-22=-20, 8-22=-60
12) IBC Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-20, 4-5=-20, 5-7=-70, 8-12=-2013) 3rd Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-38, 2-4=-38, 4-5=-99, 5-7=-88, 11-12=-20, 11-20=-60, 10-20=-20, 10-21=-60, 21-22=-20, 8-22=-6014) 4th Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)
Vert: 1-2=-82, 2-15=-82, 4-15=-117, 4-5=-38, 5-7=-88, 11-12=-20, 11-20=-60,
10-20=-20, 10-21=-60, 21-22=-20, 8-22=-60
15) 5th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-38, 2-4=-38, 4-5=-122, 5-7=-88, 11-12=-20, 11-20=-60, 10-20=-20,10-21=-60, 21-22=-20, 8-22=-6016) 6th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-38, 2-4=-38, 4-5=-38, 5-19=-157, 7-19=-132, 11-12=-20, 11-20=-60,10-20=-20, 10-21=-60, 21-22=-20, 8-22=-60
Job
Q1103376
Truss
T11A
Truss Type
Special Truss
Qty
3
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:45:22 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-YxrCBfqHzINBVPjLbQhovRFsRt_eRokUw4Bc1_zB?hh
Scale = 1:58.0
T1
T2
T3
B2
W2
W3 W4
W5
W6
W1
W8W7
B1
1
2
3
4
5
9 8 7 6
10
11
12
13 14
15 16 17
5x6
4x6
2x4
5x12
4x12
1.5x4
3x4
4x9
4x6
7-11-6
7-11-6
12-4-3
4-4-13
17-0-8
4-8-5
6-5-2
6-5-2
7-11-6
1-6-4
12-4-3
4-4-13
17-0-8
4-8-5
4-10-11
8-11-11
10-2-15
6-3-14
10.00 12
3.50 12
HUS26 FROM 2ND FLR. BEAM
Plate Offsets (X,Y): [1:0-3-0,0-1-12], [8:0-5-8,0-3-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.890.440.82
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.11-0.280.01
(loc)
8-98-96
l/defl
>999>718n/a
L/d
240180n/a
PLATES
MT20
Weight: 112 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2 *Except* T1: 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2
WEBS 2 X 4 SPF No.2 *Except*
W2,W4,W6,W7: 2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-3-8 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 3-8, 3-7
REACTIONS (lb/size)6 =1295/Mechanical9 =1072/0-5-8 (min. 0-1-11)
Max Horz
9 =-126(LC 6)
Max Uplift
6 =-177(LC 7)9 =-88(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-10=-819/118, 10-11=-643/133, 2-11=-509/136, 2-3=-749/184,
TOP CHORD1-10=-819/118, 10-11=-643/133, 2-11=-509/136, 2-3=-749/184,
3-12=-619/180, 12-13=-697/172, 4-13=-714/172, 4-14=-538/112,
5-14=-689/105, 1-9=-948/152, 5-6=-1195/197
BOT CHORD
8-16=-66/582, 7-16=-66/582
WEBS1-8=-56/543, 2-8=-100/635, 3-8=-642/192, 4-7=-724/214, 5-7=-124/967
NOTES (11)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design.
4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.6) All bearings are assumed to be SPF No.2 .
7) Refer to girder(s) for truss to truss connections.
8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 177 lb uplift at joint 6 and 88 lb uplift at joint 9.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-82, 2-3=-82, 3-5=-132, 9-15=-60, 8-15=-20, 8-16=-60, 16-17=-20, 6-17=-60
Job
Q1103376
Truss
T12A
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:29 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-MCWUT0TPaa8ES1bdUB9Iqc3YTKMnSipsx?J8Z1zB?jS
Scale = 1:60.2
T1
T2
T3
B1
W3
W4 W5
W6 W7
W8
W9 W10W1 W12W11W2
T4
B2
1
2
3
4
5
6
7
8
15 14 13 12 11 10 9
16
17
18
19
20
21
22
23
24 25
4x6
4x6
5x6
4x12
3x4 4x6
3x6
3x8 5x12
3x4
3x4
3x4
4x9 5x8 MT20H
5x6
0-0-6
0-0-6
4-5-13
4-5-7
10-2-6
5-8-9
16-7-12
6-5-6
23-1-2
6-5-6
29-10-0
6-8-14
4-5-13
4-5-13
8-8-2
4-2-5
10-2-6
1-6-4
16-7-12
6-5-6
23-1-2
6-5-6
29-10-0
6-8-14
3-0-3
8-11-11
10-2-15
3-3-0
10.00 12
3.50 12
Plate Offsets (X,Y): [4:0-2-4,0-3-4], [7:0-6-0,Edge], [8:0-3-0,0-2-0], [9:0-3-8,Edge], [10:0-3-8,0-2-0], [13:0-6-0,0-2-4], [14:0-3-8,0-1-8]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.920.600.82
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.18-0.300.07
(loc)
11-1311-139
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20H
Weight: 161 lb FT = 10%
GRIP
197/144148/108
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T3,T4: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W5,W7,W1,W12,W11: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 2-13, 4-13, 5-13
REACTIONS (lb/size)15 =1965/0-7-0 (min. 0-3-1)9 =2271/0-5-8 (min. 0-3-9)
Max Horz
15 =-223(LC 6)
Max Uplift
15 =-209(LC 7)9 =-334(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-16=-1677/196, 16-17=-1520/202, 2-17=-1473/210,
TOP CHORD1-16=-1677/196, 16-17=-1520/202, 2-17=-1473/210,
2-18=-1831/288, 18-19=-1752/294, 3-19=-1716/309,
3-4=-2209/451, 4-20=-1667/326, 20-21=-1734/320,
5-21=-1869/313, 5-6=-2726/433, 6-22=-2483/399,
7-22=-2548/393, 7-23=-2591/390, 8-23=-2702/390,
1-15=-1931/225, 8-9=-2206/361BOT CHORD14-24=-121/1210, 13-24=-121/1210, 12-13=-280/2504, 11-12=-280/2504, 11-25=-337/2490, 10-25=-337/2490WEBS2-14=-587/122, 2-13=-100/266, 3-13=-465/2290, 4-13=-1365/294,5-13=-1276/277, 6-10=-918/219, 8-10=-353/2645, 1-14=-125/1408
NOTES (11)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 209 lb uplift at joint 15 and 334 lb uplift at joint 9.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-82, 3-4=-82, 4-8=-132, 14-15=-20, 14-24=-60, 12-24=-20, 11-12=-60,11-25=-20, 10-25=-60, 9-10=-20
Job
Q1103376
Truss
T12B
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:21 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-bg1ToHMOT68MUpz50V0QVwk9R5eya4kh5lNiHVzB?ja
Scale = 1:60.2
T1
T2
T4
B1
W3
W4 W5
W6 W7
W8
W9 W10
W2W1 W12W11
T3
B2
1
2
3
4
5
6
7
13 12 11 10 9 8
14
15
16
17
18
19
20
21 22 23
5x6
5x6
5x6
5x8
3x4 6x12
3x6
5x6
3x4
3x4 4x9 5x8 MT20H
5x6
0-0-6
0-0-6
4-6-12
4-6-6
10-4-3
5-9-8
16-9-9
6-5-6
23-2-15
6-5-6
29-11-13
6-8-14
4-6-12
4-6-12
8-9-15
4-3-4
10-4-3
1-6-4
16-9-9
6-5-6
23-2-15
6-5-6
29-11-13
6-8-14
2-10-10
8-11-11
10-2-15
3-3-0
10.00 12
3.50 12
Plate Offsets (X,Y): [1:0-2-12,0-1-8], [4:0-2-4,0-3-4], [6:0-4-0,0-3-4], [7:0-3-0,0-2-0], [8:0-3-8,Edge], [9:0-3-8,0-2-0]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.990.590.83
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.18-0.300.07
(loc)
10-1110-118
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20H
Weight: 161 lb FT = 10%
GRIP
197/144148/108
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T4,T3: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W5,W7,W1,W12,W11: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 2-11, 4-11, 5-11
REACTIONS (lb/size)13 =1971/0-7-0 (min. 0-3-1)8 =2280/0-5-8 (min. 0-3-9)
Max Horz
13 =-224(LC 6)
Max Uplift
13 =-209(LC 7)8 =-335(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-14=-1725/200, 14-15=-1568/211, 2-15=-1517/214,
TOP CHORD1-14=-1725/200, 14-15=-1568/211, 2-15=-1517/214,
2-16=-1856/291, 3-16=-1738/311, 3-4=-2236/455,
4-17=-1691/329, 17-18=-1757/323, 5-18=-1891/316,
5-6=-2741/436, 6-19=-2484/399, 19-20=-2596/390,
7-20=-2707/390, 1-13=-1937/225, 7-8=-2215/362
BOT CHORD12-21=-122/1246, 11-21=-122/1246, 11-22=-282/2519, 10-22=-282/2519, 10-23=-340/2512, 9-23=-340/2512WEBS2-12=-556/119, 3-11=-469/2320, 4-11=-1380/296, 5-11=-1269/276, 6-9=-918/218, 1-12=-124/1422, 7-9=-350/2645
NOTES (14)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6.6) Plate(s) at joint(s) 6 checked for a plus or minus 1 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 209 lb uplift at joint 13 and 335 lb uplift at joint 8.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) Load case(s) 1, 2, 3, 12, 13, 14, 15 has/have been modified. Building designer must
review loads to verify that they are correct for the intended use of this truss.
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-82, 3-4=-82, 4-7=-132, 12-13=-20, 12-21=-60, 21-22=-20, 10-22=-60,10-23=-20, 9-23=-60, 8-9=-20
2) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)Continued on page 2
Job
Q1103376
Truss
T12B
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:21 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-bg1ToHMOT68MUpz50V0QVwk9R5eya4kh5lNiHVzB?ja
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-15=-82, 3-15=-140, 3-4=-38, 4-7=-88, 12-13=-20, 12-21=-60, 21-22=-20,10-22=-60, 10-23=-20, 9-23=-60, 8-9=-203) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-111, 4-17=-161, 7-17=-132, 12-13=-20, 12-21=-60, 21-22=-20,
10-22=-60, 10-23=-20, 9-23=-60, 8-9=-20
12) 3rd Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-38, 3-4=-113, 4-7=-88, 12-13=-20, 12-21=-60, 21-22=-20, 10-22=-60,10-23=-20, 9-23=-60, 8-9=-2013) 4th Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-15=-82, 3-15=-140, 3-4=-38, 4-7=-88, 12-13=-20, 12-21=-60, 21-22=-20,10-22=-60, 10-23=-20, 9-23=-60, 8-9=-2014) 5th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-111, 4-7=-88, 12-13=-20, 12-21=-60, 21-22=-20, 10-22=-60,
10-23=-20, 9-23=-60, 8-9=-20
15) 6th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)Vert: 1-3=-38, 3-4=-38, 4-18=-151, 7-18=-132, 12-13=-20, 12-21=-60, 21-22=-20,10-22=-60, 10-23=-20, 9-23=-60, 8-9=-20
Job
Q1103376
Truss
T12C
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:18 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-A5LK9FKVABmodLFWKNTjtI6ebudbNihEPn82gAzB?jd
Scale = 1:60.2
T1
T2
T3
B1
W3 W4
W5
W6 W7
W8
W9 W10W2W1 W12W11
T4
B2
1
2
3
4
5
6
7
14 13 12 11 10 9 8
15 16
17 18
19
20
21
22 23
4x6
4x6
5x6
5x8
3x4 4x6
3x6
5x6 5x12
3x4
3x4 4x9 5x8 MT20H
5x6
0-0-6
0-0-6
4-0-0
3-11-10
8-9-10
4-9-10
15-3-0
6-5-6
21-8-6
6-5-6
28-5-4
6-8-14
4-0-0
4-0-0
7-3-6
3-3-6
8-9-10
1-6-4
15-3-0
6-5-6
21-8-6
6-5-6
28-5-4
6-8-14
4-2-2
8-11-11
10-2-15
3-3-0
10.00 12 3.50 12
Plate Offsets (X,Y): [1:0-2-12,0-1-8], [4:0-2-0,0-3-4], [6:0-4-0,0-3-4], [7:0-3-0,0-2-0], [8:0-3-8,Edge], [9:0-3-8,0-2-0], [13:0-3-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.960.570.85
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.17-0.280.06
(loc)
10-1210-128
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20H
Weight: 160 lb FT = 10%
GRIP
197/144148/108
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T4: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W5,W7,W1,W12,W11: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 4-12, 5-12
REACTIONS (lb/size)14 =1913/0-7-0 (min. 0-3-0)8 =2180/0-5-8 (min. 0-3-7)
Max Horz
14 =-220(LC 6)
Max Uplift
14 =-213(LC 7)8 =-320(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-15=-1318/167, 15-16=-1198/171, 2-16=-1161/179,
TOP CHORD1-15=-1318/167, 15-16=-1198/171, 2-16=-1161/179,
2-17=-1588/268, 3-17=-1434/284, 3-4=-1966/419,
4-18=-1421/295, 18-19=-1523/294, 5-19=-1656/282,
5-6=-2541/406, 6-20=-2343/377, 20-21=-2454/368,
7-21=-2565/368, 1-14=-1882/228, 7-8=-2115/347
BOT CHORD13-22=-80/940, 12-22=-80/940, 11-12=-253/2327, 10-11=-253/2327, 10-23=-319/2374, 9-23=-319/2374WEBS2-13=-798/136, 2-12=-97/453, 3-12=-443/2043, 4-12=-1272/289, 5-12=-1298/281, 5-10=0/281, 6-9=-857/208, 1-13=-128/1327, 7-9=-328/2495
NOTES (14)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6.
6) Plate(s) at joint(s) 6 checked for a plus or minus 1 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 213 lb uplift at joint 14 and 320 lb uplift at joint 8.11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) Load case(s) 1, 2, 3, 12, 13, 14, 15 has/have been modified. Building designer must
review loads to verify that they are correct for the intended use of this truss.
13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-82, 3-4=-82, 4-7=-132, 13-14=-20, 13-22=-60, 11-22=-20, 10-11=-60,
10-23=-20, 9-23=-60, 8-9=-20
2) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Continued on page 2
Job
Q1103376
Truss
T12C
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:18 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-A5LK9FKVABmodLFWKNTjtI6ebudbNihEPn82gAzB?jd
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-15=-82, 3-15=-140, 3-4=-38, 4-7=-88, 13-14=-20, 13-22=-60, 11-22=-20,10-11=-60, 10-23=-20, 9-23=-60, 8-9=-203) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-106, 4-18=-156, 7-18=-132, 13-14=-20, 13-22=-60, 11-22=-20,
10-11=-60, 10-23=-20, 9-23=-60, 8-9=-20
12) 3rd Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-38, 3-4=-113, 4-7=-88, 13-14=-20, 13-22=-60, 11-22=-20, 10-11=-60,10-23=-20, 9-23=-60, 8-9=-2013) 4th Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-15=-82, 3-15=-140, 3-4=-38, 4-7=-88, 13-14=-20, 13-22=-60, 11-22=-20,10-11=-60, 10-23=-20, 9-23=-60, 8-9=-2014) 5th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-3=-38, 3-4=-106, 4-7=-88, 13-14=-20, 13-22=-60, 11-22=-20, 10-11=-60,
10-23=-20, 9-23=-60, 8-9=-20
15) 6th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)Vert: 1-3=-38, 3-4=-38, 4-19=-149, 7-19=-132, 13-14=-20, 13-22=-60, 11-22=-20,10-11=-60, 10-23=-20, 9-23=-60, 8-9=-20
Job
Q1103376
Truss
T12D
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:12 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-Mx_3vCFkaL?evQnM_6MJd1seJTaIzy5M1shkTWzB?jj
Scale = 1:60.2
T1
T2
T3
B1
W3 W4
W5
W6 W7
W8
W9 W10W2W1
W12W11
T4
B2
1
2
3
4
5
6
7
14 13 12 11 10 9 8
15
16
17 18
19
20
21
22 23
4x6
4x6
5x6
5x8
3x4 4x6
3x6
5x6 5x12
3x4
3x4 4x9 5x8 MT20H
5x6
0-0-6
0-0-6
4-0-0
3-11-10
8-4-3
4-4-3
14-9-9
6-5-6
21-2-15
6-5-6
27-11-13
6-8-14
4-0-0
4-0-0
6-9-15
2-9-15
8-4-3
1-6-4
14-9-9
6-5-6
21-2-15
6-5-6
27-11-13
6-8-14
4-6-10
8-11-11
10-2-15
3-3-0
10.00 12 3.50 12
Plate Offsets (X,Y): [1:0-2-12,0-1-8], [4:0-2-0,0-3-4], [6:0-4-0,0-3-4], [7:0-3-0,0-2-0], [8:0-3-8,Edge], [9:0-3-8,0-2-0], [13:0-3-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.950.560.98
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.16-0.270.06
(loc)
10-1210-128
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20H
Weight: 160 lb FT = 10%
GRIP
197/144148/108
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T4: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W5,W7,W1,W12,W11: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 4-12, 5-12
REACTIONS (lb/size)14 =1890/0-7-0 (min. 0-2-15)8 =2149/0-5-8 (min. 0-3-6)
Max Horz
14 =-218(LC 6)
Max Uplift
14 =-214(LC 7)8 =-315(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-15=-1240/163, 15-16=-1144/164, 2-16=-1084/174,
TOP CHORD1-15=-1240/163, 15-16=-1144/164, 2-16=-1084/174,
2-17=-1501/263, 3-17=-1368/277, 3-4=-1879/407,
4-18=-1348/284, 18-19=-1451/282, 5-19=-1584/274,
5-6=-2479/396, 6-20=-2300/370, 20-21=-2411/362,
7-21=-2522/362, 1-14=-1856/230, 7-8=-2084/342
BOT CHORD13-22=-66/879, 12-22=-66/879, 11-12=-244/2268, 10-11=-244/2268, 10-23=-313/2332, 9-23=-313/2332WEBS2-13=-836/137, 2-12=-99/500, 3-12=-437/1960, 4-12=-1234/286, 5-12=-1309/283, 5-10=0/295, 6-9=-838/205, 1-13=-128/1303, 7-9=-320/2450
NOTES (13)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 6.
6) Plate(s) at joint(s) 6 checked for a plus or minus 1 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 214 lb uplift at joint 14 and 315 lb uplift at joint 8.11) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-82, 3-4=-82, 4-7=-132, 13-14=-20, 13-22=-60, 11-22=-20, 10-11=-60,10-23=-20, 9-23=-60, 8-9=-20
Job
Q1103376
Truss
T12E
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:04 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-bOV1DT9jTu?nyBAqWRCRJLXG5FrJ5LAABclJB_zB?jr
Scale = 1:62.3
T1
T2
T3
B1
W3
W4 W5
W6
W7 W8
W2
W1
W10W9
T4
B2
1
2 3
4
5
6
7
13 12 11 10 9 8
14
15
16
17
18 19 20
3x6
7x10 MT18H
5x6
4x12
3x8
3x6 5x8
3x4
3x4
3x4
4x9
3x12 MT20H
6x6
0-0-6
0-0-6
6-4-3
6-3-13
12-9-9
6-5-6
19-2-15
6-5-6
25-11-13
6-8-14
4-9-15
4-9-15
6-4-3
1-6-4
12-9-9
6-5-6
19-2-15
6-5-6
25-11-13
6-8-14
6-2-108-11-11
10-2-15
3-3-0
10.00 12
3.50 12
Plate Offsets (X,Y): [3:0-2-0,0-3-0], [6:0-6-0,Edge], [9:0-3-8,0-2-0], [12:0-3-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.900.570.98
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.14-0.220.05
(loc)
10-1210-128
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20MT20HMT18HWeight: 145 lb FT = 10%
GRIP
197/144148/108197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T4: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF No.2 *Except*
W4,W6,W7,W8,W9: 2 X 4 SPF Stud
BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-1-15 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 3-12, 4-12, 2-13
REACTIONS (lb/size)13 =1867/0-7-0 (min. 0-2-15)8 =2020/0-5-8 (min. 0-3-3)
Max Horz
13 =-213(LC 6)
Max Uplift
13 =-225(LC 7)8 =-290(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-14=-1518/330, 3-14=-1535/324, 3-15=-1173/227,
TOP CHORD2-14=-1518/330, 3-14=-1535/324, 3-15=-1173/227,
4-15=-1307/220, 4-5=-2221/347, 5-16=-2131/337,
6-16=-2196/332, 6-17=-2239/329, 7-17=-2349/329,
1-13=-337/129, 7-8=-1956/317
BOT CHORD
13-18=0/760, 18-19=0/760, 12-19=0/760, 11-12=-198/2020, 10-11=-198/2020, 10-20=-277/2151, 9-20=-277/2151WEBS2-12=-395/2341, 3-12=-1086/242, 4-12=-1332/299, 4-10=-2/323, 5-9=-760/193, 2-13=-1731/189, 7-9=-287/2272
NOTES (13)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The solid section of the plate is required to be placed over the splice line at joint(s) 11.6) Plate(s) at joint(s) 11 checked for a plus or minus 2 degree rotation about its center.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 225 lb uplift at joint 13 and 290 lb uplift at joint 8.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
13) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-3=-82, 3-7=-132, 13-18=-20, 18-19=-60, 11-19=-20, 10-11=-60,10-20=-20, 9-20=-60, 8-9=-20
Job
Q1103376
Truss
T12F
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:00 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-idGXO56CPfULTat3Hb8V8VMbYePM9YlbG_n52DzB?jv
Scale = 1:58.0
T1
T2
T3
B1
W3
W4 W5
W6
W7
W2
W1
W9
W8 T4
B2
1
2
3
4
5
6
7
12 11 10 9 8
13
14
15
16 17 18 19 20
2x4
6x9
5x9
4x12
3x6
4x9
5x8
3x4
3x4
4x4
3x8
5x6
0-0-6
0-0-6
4-4-3
4-3-13
14-0-4
9-8-1
23-11-13
9-11-9
2-9-15
2-9-15
4-4-3
1-6-4
10-9-9
6-5-6
17-2-15
6-5-6
23-11-13
6-8-14
7-10-10
8-11-11
10-2-15
3-3-0
10.00 12
3.50 12
Plate Offsets (X,Y): [6:0-6-0,Edge], [11:0-3-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.870.890.94
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.32-0.530.06
(loc)
9-119-118
l/defl
>893>538n/a
L/d
240180n/a
PLATES
MT20
Weight: 135 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF No.2 *Except*
W4,W6,W7,W8: 2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 4-0-12 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 3-11, 4-11, 2-12, 1-12, 5-8
REACTIONS (lb/size)12 =1796/0-7-0 (min. 0-2-13)8 =1913/0-5-8 (min. 0-3-0)Max Horz
12 =-208(LC 6)
Max Uplift
12 =-241(LC 7)
8 =-260(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-3=-1153/251, 3-13=-805/155, 4-13=-980/148, 4-5=-2138/308,
TOP CHORD2-3=-1153/251, 3-13=-805/155, 4-13=-980/148, 4-5=-2138/308,
7-8=-409/117
BOT CHORD
12-16=0/454, 16-17=0/454, 11-17=0/454, 10-11=-146/1741,
10-18=-146/1741, 9-18=-146/1741, 9-19=-254/1962,
19-20=-254/1962, 8-20=-254/1962WEBS2-11=-389/2261, 3-11=-939/223, 4-11=-1373/326, 4-9=-33/467, 2-12=-1720/212, 5-8=-2333/308
NOTES (11)1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) interior zone and C-C Automatic zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.
6) All bearings are assumed to be SPF No.2 .
7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 241 lb uplift at joint 12 and 260 lb uplift at joint 8.8) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) Load case(s) 1, 2, 3, 12, 13, 14, 15 has/have been modified. Building designer mustreview loads to verify that they are correct for the intended use of this truss.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-3=-82, 3-7=-132, 12-16=-20, 16-17=-60, 10-17=-20, 10-18=-60,18-19=-20, 19-20=-60, 8-20=-202) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-140, 2-3=-38, 3-7=-88, 12-16=-20, 16-17=-60, 10-17=-20, 10-18=-60,18-19=-20, 19-20=-60, 8-20=-203) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Continued on page 2
Job
Q1103376
Truss
T12F
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:43:00 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-idGXO56CPfULTat3Hb8V8VMbYePM9YlbG_n52DzB?jv
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-2=-38, 2-3=-82, 3-7=-132, 12-16=-20, 16-17=-60, 10-17=-20, 10-18=-60,18-19=-20, 19-20=-60, 8-20=-2012) 3rd Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-38, 2-3=-113, 3-7=-88, 12-16=-20, 16-17=-60, 10-17=-20, 10-18=-60,
18-19=-20, 19-20=-60, 8-20=-20
13) 4th Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-140, 2-3=-38, 3-7=-88, 12-16=-20, 16-17=-60, 10-17=-20, 10-18=-60,18-19=-20, 19-20=-60, 8-20=-2014) 5th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-38, 2-3=-82, 3-7=-88, 12-16=-20, 16-17=-60, 10-17=-20, 10-18=-60,18-19=-20, 19-20=-60, 8-20=-2015) 6th Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15
Uniform Loads (plf)
Vert: 1-2=-38, 2-3=-38, 3-13=-139, 7-13=-132, 12-16=-20, 16-17=-60, 10-17=-20,
10-18=-60, 18-19=-20, 19-20=-60, 8-20=-20
Job
Q1103376
Truss
T12G
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:42:49 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-XW5M4L_J?H6vfuXx8nRwCAPjZCfJ5anzknd0AMzB?k4
Scale = 1:53.9
W1
T1
T3
B2
W2
W3 W4
W5
W6
W8
W7
B1
T2
1
2
3
4
5
9 8 7 6
10
11
12
13 14 15 16
3x8
1.5x4
6x6
5x6
6x9 4x6
3x4
6x9
3x8
1-8-7
1-8-7
11-4-8
9-8-1
21-4-0
9-11-9
1-8-7
1-8-7
8-1-13
6-5-6
14-7-3
6-5-6
21-4-0
6-8-14
10-4-12
8-11-11
3-3-0
10.00 12
3.50 12
SKHH28L (USP) FROM 2X8 HEADER
Plate Offsets (X,Y): [4:0-3-12,Edge], [7:0-4-8,Edge]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.860.860.96
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.29-0.510.05
(loc)
7-86-76
l/defl
>873>497n/a
L/d
240180n/a
PLATES
MT20
Weight: 118 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5E *Except* T2: 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 1650F 1.5E
WEBS 2 X 4 SPF Stud *Except*
W1,W4,W8: 2 X 4 SPF No.2
BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 1-9, 2-9, 3-8, 4-6
REACTIONS (lb/size)9 =1722/Mechanical6 =1706/0-5-8 (min. 0-2-12)
Max Horz
9 =-251(LC 7)
Max Uplift
9 =-274(LC 7)6 =-207(LC 7)Max Grav9 =1944(LC 3)6 =1759(LC 3)
Max Grav9 =1944(LC 3)
6 =1759(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-10=-412/30, 3-10=-577/16, 3-4=-1871/216, 5-6=-414/117BOT CHORD8-9=0/373, 8-13=-43/1453, 13-14=-43/1453, 7-14=-43/1453, 7-15=-183/1759, 15-16=-183/1759, 6-16=-183/1759WEBS2-9=-2085/293, 2-8=-166/1416, 3-8=-1556/351, 3-7=-67/585, 4-6=-2073/219
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Automatic zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany 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 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.6) All bearings are assumed to be SPF No.2 . 7) Refer to girder(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 274 lb uplift at joint 9 and 207 lb uplift at joint 6.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) Load case(s) 1, 2, 3 has/have been modified. Building designer must review loads to
verify that they are correct for the intended use of this truss.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-132, 2-5=-132, 9-13=-20, 13-14=-60, 14-15=-20, 15-16=-60, 6-16=-202) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)
Vert: 1-2=-88, 2-5=-88, 9-13=-20, 13-14=-60, 14-15=-20, 15-16=-60, 6-16=-20
3) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15Continued on page 2
Job
Q1103376
Truss
T12G
Truss Type
Special Truss
Qty
1
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:42:49 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-XW5M4L_J?H6vfuXx8nRwCAPjZCfJ5anzknd0AMzB?k4
LOAD CASE(S)StandardUniform Loads (plf)Vert: 1-2=-166, 2-3=-166, 3-5=-132, 9-13=-20, 13-14=-60, 14-15=-20, 15-16=-60,6-16=-20
Job Number:
This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the
structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction
document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all
sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor
shall refer to the individual truss shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements, ply to ply nailing, lateral web
bracing, and truss spacing. Truss Engineering Corporation strictly adheres to the ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter
2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.
This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsible for verifying all
dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any
discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss Engineering Corporation isNOT responsible for field
verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving
engineering documents allowing such.
Quote Number: Q1103376
Drawn By: Brian Tetreault
Job Name:
Jobsite:
GREER HELMUTHRESIDENCE JEFFREY BOTT CONTRACTING
158 BAKER HILL ROAD EXT.
NORTHAMPTONMA
Job
Q1103376
Truss
20
Truss Type
Jack-Closed Truss
Qty
8
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:00:26 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-jgUrc5tkYXtltFhQn9CWVB46A?Su3yk80GoJ9QzCIzJ
Scale = 1:25.1
W1
T1 W2
B1
1
2
3
5
4
3x4
3x4
3x4
2x4
5-3-11
5-3-11
-1-4-0
1-4-0
5-3-11
5-3-11
1-0-0
4-1-2
4-2-9
7.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.35
0.200.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.02
-0.060.00
(loc)
4-5
4-54
l/defl
>999
>930n/a
L/d
240
180n/a
PLATES
MT20
Weight: 20 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except* W2: 2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 5-3-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =393/0-5-8 (min. 0-1-8)4 =237/MechanicalMax Horz5 =158(LC 8)Max Uplift5 =-73(LC 8)
4 =-92(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-5=-355/133
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 73 lb uplift at joint 5 and 92 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
21
Truss Type
Jack-Open Truss
Qty
8
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:06:18 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-POmwUS8XfhEo6Mb4P5W3mQfJ0vd4Y8tyz13xV1zCItp
Scale = 1:16.6
W1
T1
B1
1
2
5
3
4
2x4
3x4
3-3-11
3-3-11
-1-4-0
1-4-0
3-3-11
3-3-11
1-0-0
2-11-2
3-0-9
2-6-4
7.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.18
0.080.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.01
-0.01-0.01
(loc)
4-5
4-53
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 11 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =307/0-5-8 (min. 0-1-8)3 =99/Mechanical4 =29/MechanicalMax Horz5 =115(LC 8)Max Uplift5 =-71(LC 8)
3 =-58(LC 8)
Max Grav
5 =307(LC 1)
3 =99(LC 1)4 =57(LC 4)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-5=-274/117
TOP CHORD2-5=-274/117
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left
and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 71 lb uplift at joint 5 and 58 lb uplift at joint 3.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
22
Truss Type
Jack-Open Truss
Qty
8
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:03:41 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-WBmZYnE2dSS4mD5vicCFvJfUec2tF80rs6X7VdzCIwG
Scale = 1:11.1
W1
T1
B1
1
2
5
3
4
1.5x4
3x4
1-3-11
1-3-11
-1-4-0
1-4-0
1-3-11
1-3-11
1-0-0
1-9-2
1-10-9
1-4-4
7.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.18
0.050.00
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
0.00
0.00-0.00
(loc)
5
53
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 6 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 1-3-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =257/0-5-8 (min. 0-1-8)4 =-8/Mechanical3 =-11/MechanicalMax Horz5 =72(LC 8)Max Uplift5 =-82(LC 8)
4 =-11(LC 12)
3 =-44(LC 12)
Max Grav
5 =257(LC 1)4 =17(LC 4)3 =12(LC 6)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever leftand right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 82 lb uplift at joint 5, 11 lb uplift at joint 4 and 44 lb uplift at joint 3.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
23
Truss Type
Jack-Closed Truss
Qty
6
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:03:27 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-wVwGc_4Gw8h3540DugyzLM43IzABzolnex8O?RzCIwU
Scale: 3/8"=1'
W1
T1 W3
B1
W2
1
2
3
4
6 5
7
8
9
3x4
4x4
2x4
4x4
1.5x4
7-4-12
7-4-12
-1-4-0
1-4-0
3-8-6
3-8-6
7-4-12
3-8-6
1-0-0
5-3-12
5-5-2
7.00 12
Plate Offsets (X,Y): [2:0-2-0,0-1-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.300.390.12
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.09-0.230.00
(loc)
5-65-65
l/defl
>897>372n/a
L/d
240180n/a
PLATES
MT20
Weight: 31 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)6 =494/0-5-8 (min. 0-1-8)5 =348/MechanicalMax Horz6 =196(LC 8)Max Uplift
6 =-82(LC 8)
5 =-110(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-6=-415/126, 2-7=-332/3WEBS3-5=-251/161
WEBS3-5=-251/161
NOTES (12)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,
Interior(1) 1-8-0 to 3-0-1, Exterior(2) 3-0-1 to 7-3-0 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 82 lb uplift at joint 6 and 110 lb uplift at joint 5.
10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
Q1103376
Truss
CJ4
Truss Type
Diagonal Hip Girder
Qty
4
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:05:59 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-Tk6kVzvc7rqVKReQnbgcVPN?pE2fbPg9bayRLdzCIu6
Scale = 1:32.4
W1
T1 W5
B1W2
W3 W4
1
2
3
4
7 6 5
8
9
10
11 12 13
2x4
3x4
1.5x4
4x4 4x4
3x4
Nailed
Nailed
Nailed
Nailed
SUL26
Nailed
Nailed
Nailed
Nailed
SUR26
5-2-0
5-2-0
10-4-0
5-2-0
-1-10-10
1-10-10
5-2-0
5-2-0
10-4-0
5-2-0
1-0-0
5-3-2
5-4-4
4.95 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15NOIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.43
0.460.61
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.04
-0.090.00
(loc)
5-6
5-65
l/defl
>999
>999n/a
L/d
240
180n/a
PLATES
MT20
Weight: 53 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-9-11 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)7 =768/0-7-6 (min. 0-1-8)5 =826/MechanicalMax Horz7 =194(LC 7)Max Uplift7 =-231(LC 7)
5 =-285(LC 7)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-7=-778/250, 2-8=-932/205, 8-9=-809/226, 3-9=-780/205BOT CHORD6-13=-304/800, 5-13=-304/800WEBS2-6=-161/808, 3-6=-66/334, 3-5=-912/346
WEBS2-6=-161/808, 3-6=-66/334, 3-5=-912/346
NOTES (17)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.33 plate grip DOL=1.33
2) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
7) All bearings are assumed to be SPF No.2 .
8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 231 lb uplift at joint 7 and 285 lb uplift at joint 5.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
12) Use Simpson Strong-Tie SUL26 (6-10d Girder, 6-10dx1 1/2 Truss, Single Ply
Girder) or equivalent at 7-7-2 from the left end to connect truss(es) 20 (1 ply 2 X 4 SPF)
to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 13) Use Simpson Strong-Tie SUR26 (6-10d Girder, 6-10dx1 1/2 Truss, Single PlyGirder) or equivalent at 7-7-2 from the left end to connect truss(es) 20 (1 ply 2 X 4 SPF) to back face of bottom chord, skewed 45.0 deg.to the right, sloping 0.0 deg. down. 14) Fill all nail holes where hanger is in contact with lumber.15) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer toMiTek's ST-TOENAIL Detail. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted asfront (F) or back (B).
17) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 5-7=-20Concentrated Loads (lb)Vert: 8=44(F=22, B=22) 9=-35(F=-18, B=-18) 11=36(F=18, B=18) 12=-19(F=-9, B=-9)13=-434(F=-217, B=-217)
Job
Q1103376
Truss
G20
Truss Type
Hip Truss
Qty
2
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:13:15 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-idSZ02B6SpmdeRzDKAVsAMRYw?ulleJKrPaVeMzCInI
Scale: 3/8"=1'
T1
T2
T1
B1
W3
W4 W5 W4
W3
W1
W2
W1
W2
1
2
3
4 5
6
7
8
12 11 10 9
13
14 15
16
17
4x4 4x9
3x8
4x4
4x4
4x4
8x9 8x9
THJA26
LUS26
THJA26
7-4-12
7-4-12
11-4-12
4-0-0
18-9-8
7-4-12
-1-4-0
1-4-0
3-10-2
3-10-2
7-4-12
3-6-10
11-4-12
4-0-0
14-11-6
3-6-10
18-9-8
3-10-2
20-1-8
1-4-0
1-0-0
5-3-12
5-5-2
1-0-0
5-3-12
7.00 12
Plate Offsets (X,Y): [2:Edge,0-2-12], [5:0-6-8,0-2-0], [7:Edge,0-2-12]
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLL
BCDL
30.8
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.290.260.44
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.06-0.100.03
(loc)
10-1110-119
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 198 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and
2-0-0 oc purlins (6-0-0 max.): 4-5.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)12 =2359/0-5-8 (min. 0-2-3)9 =2359/0-5-8 (min. 0-2-3)Max Horz12 =-125(LC 5)
Max Uplift
12 =-670(LC 7)
9 =-670(LC 8)
Max Grav12 =2764(LC 17)9 =2764(LC 17)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-13=-631/136, 3-13=-452/150, 3-14=-3511/958, 4-14=-3352/966,
4-5=-2955/871, 5-15=-3344/964, 6-15=-3503/956,
6-16=-459/152, 7-16=-638/138, 2-12=-742/202, 7-9=-745/203
BOT CHORD
11-12=-764/2905, 11-17=-749/2947, 10-17=-749/2947,
9-10=-691/2901WEBS3-11=-176/319, 4-11=-410/1387, 5-10=-420/1377, 6-10=-175/315,3-12=-3151/814, 6-9=-3137/810
NOTES (19)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 0-9-0 oc.
Webs connected as follows: 2 X 4 - 1 row at 0-9-0 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) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.33 plate grip DOL=1.334) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.7) Provide adequate drainage to prevent water ponding.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.10) All bearings are assumed to be SPF No.2 .
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 670 lb uplift at joint 12 and 670 lb uplift at joint 9.
12) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.15) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at7-5-2 from the left end to connect truss(es) 23 (1 ply 2 X 4 SPF), CJ4 (1 ply 2 X 6 SPF) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 16) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or
equivalent at 9-4-12 from the left end to connect truss(es) 23 (1 ply 2 X 4 SPF) to front
face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. Continued on page 2
Job
Q1103376
Truss
G20
Truss Type
Hip Truss
Qty
2
Ply
2
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Fri May 27 13:13:16 2011 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-Ap0xDOCkD7uUFbYPut05jZzjgPE_U5ZU43J3BozCInH
NOTES (19)
17) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at
11-4-6 from the left end to connect truss(es) 23 (1 ply 2 X 4 SPF), CJ4 (1 ply 2 X 6 SPF)
to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 18) Fill all nail holes where hanger is in contact with lumber.19) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-82, 2-4=-82, 4-5=-82, 5-7=-82, 7-8=-82, 9-12=-20
Concentrated Loads (lb)
Vert: 11=-1134(F) 10=-1134(F) 17=-328(F)
Job
Q1103376
Truss
T20
Truss Type
Common Truss
Qty
4
Ply
1
158 BAKER HILL RD. EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Nov 19 2010 MiTek Industries, Inc. Tue May 31 11:39:55 2011 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:sXWZz8gHvaHPARqXs5Hhk_zCKZa-d1abZrtAzqBbn8EVxEJ68UC6u3InJxYMkiTp2RzB?mo
Scale = 1:37.3
T1 T1
B1
W4
W3W3
W1
W2
W1
W2
1
2
3
4
5
6
7
10 9 8
11
12 13 14 15
16
4x4
3x8
4x4 4x4
3x4
3x6
3x4
3x6
9-4-12
9-4-12
18-9-8
9-4-12
-1-4-0
1-4-0
4-10-2
4-10-2
9-4-12
4-6-10
13-11-6
4-6-10
18-9-8
4-10-2
20-1-8
1-4-0
1-0-0
6-5-12
6-7-2
1-0-0
7.00 12
LOADING (psf)TCLL(Ground Snow=40.0)TCDLBCLLBCDL
30.8
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.38
0.720.65
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.14
-0.370.03
(loc)
9-10
9-108
l/defl
>999
>604n/a
L/d
240
180n/a
PLATES
MT20
Weight: 83 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)10 =1060/0-5-8 (min. 0-1-11)8 =1061/0-5-8 (min. 0-1-11)Max Horz10 =-159(LC 6)Max Uplift10 =-194(LC 8)
8 =-194(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-11=-317/65, 3-12=-949/160, 12-13=-880/165, 4-13=-847/178, 4-14=-847/178, 14-15=-880/165, 5-15=-949/160, 6-16=-317/65, 2-10=-422/172, 6-8=-422/172BOT CHORD9-10=-114/930, 8-9=-75/930
BOT CHORD9-10=-114/930, 8-9=-75/930WEBS
4-9=-56/496, 5-9=-307/161, 3-9=-307/160, 3-10=-925/159,
5-8=-925/159
NOTES (11)
1) Wind: ASCE 7-05; 100mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-4-0 to 1-8-0,Interior(1) 1-8-0 to 6-4-12, Exterior(2) 6-4-12 to 9-4-12, Interior(1) 12-4-12 to 17-1-8zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 40.0 psf (ground snow); Pf=30.8 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times
flat roof load of 30.8 psf on overhangs non-concurrent with other live loads.
5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 194 lb uplift at joint 10 and 194 lb uplift at joint 8.
9) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard