12C-130 rev truss 9-6-13 QB1212002-STIEBEL MAIN-RKH-083013-DWGSSPECIAL INSTRUCTIONS:
*BASED ON PLANS DATED 10/05/2012; AND REQUESTED CHANGES.
*GABLES DROPPED FOR 2X6 OUTLOOKERS.
*GAS FIREPLACE.
QUOTE # QB1212002
PAGE 1
DATE QUOTED:08/30/13
VALID UNTIL: 09/27/13
PRINTED ON: 08/30/13
24 West St.
West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
Attn:RICH BLAISE
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:STIEBEL RESIDENCE
CLOVERDALE EXTENSION
NORTHAMPTON, MA
MAIN HOUSE AND CONNECTOR
Brian TetreaultQuoted By:
Requested By:RICH BLAISE
CONTRACTOR QUOTE
QTY TYPE
SPAN LUMBER
TOP BOT
OVRHG / CANT
LEFT RIGHT
PITCH
TOP BOT TRUSS IDPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
50.0,10.0,0.0,10.0
STRESS INCR.
1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
UNIT
WEIGHT
SHIPPING HEIGHT
LAYOUTBRT 08/30/13
G2
1
8.00 0.00 16-09-00 2 X 4 2 X 6
Common Truss
2 Ply 16-09-00 9507-04-00
M1 4.00 0.00 10-06-00 02-00-002 X 4 2 X 4
Monopitch
3 10-06-00 3403-11-00
M1A 4.00 0.00 09-00-00 02-00-002 X 4 2 X 4
Monopitch
11 09-00-00 2903-05-00
M1B 4.00 0.00 07-10-00
02-00-00
2 X 4 2 X 4
MONOPITCH
5 07-10-00 3604-02-05
M1DGE 4.00 0.00 10-03-09 01-09-092 X 4 2 X 4
GABLE
1 10-03-09 3503-05-03
M2 4.00 0.00 08-00-00 02-00-002 X 4 2 X 6
Monopitch
8 08-00-00 2603-01-00
M2DGE 4.00 0.00 07-09-10 2 X 4 2 X 4
Monopitch
2 07-09-10 2102-07-03
T1 4.00 0.00 07-10-00
02-00-00 02-00-00
2 X 4 2 X 4
Special Truss
11 07-10-00 3202-10-11
T3 8.00 0.00 34-00-00 02-00-00 02-00-002 X 4 2 X 4
MOD. QUEEN
17 34-00-00 16211-09-00
T3A 8.00 0.00 31-09-00 02-00-002 X 4 2 X 4
MOD. QUEEN
9 34-00-00 15611-09-00
T3DGE 8.00 0.00 33-07-03 2 X 4 2 X 4
Common Truss
2 33-07-03 18011-02-06
T4 8.00 0.00 20-09-00 02-00-00 02-00-002 X 4 2 X 4
Common Truss
2 20-09-00 8807-04-00
T4A 8.00 0.00 16-09-00 2 X 4 2 X 4
Common Truss
1 20-09-00 7807-04-00
T4DGE 8.00 0.00 20-04-03 2 X 4 2 X 4
Common Truss
1 20-04-03 8306-09-06
V1 8.00 0.00 12-03-01 2 X 4 2 X 4
GABLE
1 12-03-01 3504-01-06
V2 8.00 0.00 08-03-01 2 X 4 2 X 4
Valley Truss
1 08-03-01 2202-09-06
V3 8.00 0.00 04-03-01 2 X 4 2 X 4
Valley Truss
1 04-03-01 901-05-06
FT-IN-16QTYLENGTH NOTES
ITEMS
CATEGORYITEM
SPECIAL INSTRUCTIONS:
*BASED ON PLANS DATED 10/05/2012; AND REQUESTED CHANGES.
*GABLES DROPPED FOR 2X6 OUTLOOKERS.
*GAS FIREPLACE.
QUOTE # QB1212002
PAGE 2
DATE QUOTED:08/30/13
VALID UNTIL: 09/27/13
PRINTED ON: 08/30/13
24 West St.
West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
Attn:RICH BLAISE
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:STIEBEL RESIDENCE
CLOVERDALE EXTENSION
NORTHAMPTON, MA
MAIN HOUSE AND CONNECTOR
Brian TetreaultQuoted By:
Requested By:RICH BLAISE
CONTRACTOR QUOTE
FT-IN-16
QTY LENGTH NOTES
ITEMS
CATEGORYITEM
9 HUS26 Hanger
30 LUS26 Hanger
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER ***
Approved By: Approval Date:
SUB-TOTAL
GRAND TOTAL
PO #:
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:
WIDE LOAD /
ESCORT FEE
M1DGEM2DGEM2DGET.O.W. 8'1-1/4"T.O.W. 7'7-1/4"TRUSSES HUNG FROM2ND FLR. RIM AND/ORBEAMM1(3)M1A(11)M1B(5)T1(11)M2(8)8-00-0022-00-007-00-0091-00-0014-00-006-00-0030-00-007-00-0020-00-007-00-001-06-0016-09-0035-09-0081-00-0020-00-007-10-00Job 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 orimplied 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 allBCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be appliedto trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanentbracing (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 tothe ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specificspecifications 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 responsiblefor verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TECimmediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss EngineeringCorporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, oraltered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: QB1212002Drawn By: Brian TetreaultJob Name:Jobsite: STIEBEL RESIDENCE MAIN HOUSE ANDCONNECTORCLOVERDALE EXTENSION NORTHAMPTON MAValley Lines: 47.2 (ft) / Horizontal Overhang Lines: 286.93 (ft) / Raked Overhang Lines: 199.58 (ft)The following information is approximate and NOT guaranteed:Roof Sheathing Area: 4783.68 (ft²) / Ridge Lines: 121.15 (ft) / Hip Lines: 32.44 (ft)
Job
QB1212002
Truss
M1
Truss Type
Monopitch Truss
Qty
3
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:43:36 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-eo4VvjixLgy1xGydgZXSj8W?gu6m7_x_1Lcbz6ykxEL
Scale = 1:21.8
T1 W3
B1
W1
W2
1
2
3
4
6 5
7
8
9
10
3x4
3x4
3x6
1.5x4
1.5x4
1.5x4
2-0-0
2-0-0
2-2-12
0-2-12
10-6-0
8-3-4
2-2-12
2-2-12
6-0-0
3-9-4
10-6-0
4-6-0
0-5-03-11-04.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.82
0.620.25
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.12
-0.270.01
(loc)
5-6
5-65
l/defl
>823
>363n/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 5-8-3 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)5 =440/Mechanical6 =772/0-5-8 (min. 0-1-8)Max Horz6 =214(LC 7)Max Uplift5 =-157(LC 6)6 =-220(LC 6)
Max Grav
5 =532(LC 2)
6 =814(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-461/87, 2-7=-577/172, 7-8=-553/173, 8-9=-507/177, 3-9=-476/180, 4-5=-287/129
TOP CHORD1-2=-461/87, 2-7=-577/172, 7-8=-553/173, 8-9=-507/177, 3-9=-476/180, 4-5=-287/129
BOT CHORD
1-6=-88/461, 5-6=-197/461
WEBS
2-6=-570/314, 3-5=-475/234
NOTES (11)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 7-4-4, Exterior(2) 7-4-4 to 10-4-4 zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 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 with
any 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) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 157 lb uplift at joint 5 and 220 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) "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
QB1212002
Truss
T1
Truss Type
Special Truss
Qty
11
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:17 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-C4vhVwyr8hqp_Ow8dDtpYcBDDcXgakhTerN?vpyjz6i
Scale = 1:19.3
T1 T1
B1
W3
W2 W2
W1 W1
1
2
3
4
5
8
7
6
9 10
11
12 13
14
3x4
4x4
3x4
4x6 4x6
1.5x4
4x6 4x6
1.5x4
1.5x4
3-11-0
3-11-0
7-10-0
3-11-0
-2-0-0
2-0-0
3-11-0
3-11-0
7-10-0
3-11-0
9-10-0
2-0-0
1-7-02-10-111-7-04.00 12
Plate Offsets (X,Y): [6:Edge,0-3-8]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.540.330.04
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.07-0.120.00
(loc)
776
l/defl
>999>736n/a
L/d
240180n/a
PLATES
MT20
Weight: 33 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: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.
Except: 6-0-0 oc bracing: 8-9, 6-10BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)8 =649/0-5-8 (min. 0-1-8)6 =649/0-5-8 (min. 0-1-8)Max Horz
8 =23(LC 8)
Max Uplift
8 =-236(LC 8)
6 =-236(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-11=-266/149, 4-14=-266/147, 8-9=-553/356, 2-9=-553/356,
TOP CHORD2-11=-266/149, 4-14=-266/147, 8-9=-553/356, 2-9=-553/356,
6-10=-553/266, 4-10=-553/266
NOTES (10)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-0-0 to 6-11-0,Interior(1) 6-11-0 to 9-10-0 zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 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.
6) All bearings are assumed to be SPF No.2 .
7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 236 lb uplift at joint 8 and 236 lb uplift at joint 6.8) 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss.
10) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
QB1212002
Truss
M1A
Truss Type
Monopitch Truss
Qty
11
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:44:11 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-6XijFh7u6RM3ee8LDQfgeXT1e?5fqrZ84HayiaykxDo
Scale = 1:19.7
T1 W3
B1
W1
W2
1
2
3
4
6
5
7
8
9
2x4
3x4
4x4
1.5x4
1.5x4
1.5x4
2-0-0
2-0-0
2-1-12
0-1-12
9-0-0
6-10-4
2-1-12
2-1-12
5-5-2
3-3-6
9-0-0
3-6-14
0-5-03-5-04.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.64
0.450.12
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.05
-0.120.00
(loc)
5-6
5-65
l/defl
>999
>657n/a
L/d
240
180n/a
PLATES
MT20
Weight: 29 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 =352/Mechanical6 =684/0-3-8 (min. 0-1-8)Max Horz6 =184(LC 7)Max Uplift5 =-132(LC 9)6 =-195(LC 6)
Max Grav
5 =421(LC 2)
6 =719(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-311/59, 2-7=-411/137, 7-8=-385/138, 3-8=-327/144BOT CHORD1-6=-56/310, 5-6=-153/310
BOT CHORD1-6=-56/310, 5-6=-153/310WEBS
2-6=-518/292, 3-5=-328/184
NOTES (11)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 5-10-4, Exterior(2) 5-10-4 to 8-10-4 zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 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.
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 132 lb uplift at joint 5 and 195 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) "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)Standard
Job
QB1212002
Truss
M1B
Truss Type
MONOPITCH TRUSS
Qty
5
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:23:35 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-Q?MpgZRV1nYnxxi4AP6zrlSy2gAGlfTI_JCnRFyjz7M
Scale: 1/2"=1'
T1
W4
B1
W2
W3W1
1
2
3
5 4
6
7
8
9
10
11
3x4
4x6
3x6 4x4
5x8 M18SHS
1.5x4 0-5-07-10-0
7-10-0
-2-0-0
2-0-0
7-10-0
7-10-0
1-7-04-2-54.00 12
Plate Offsets (X,Y): [3:0-3-8,Edge]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.910.430.35
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.11-0.270.00
(loc)
4-54-54
l/defl
>816>333n/a
L/d
240180n/a
PLATES
MT20M18SHS
Weight: 37 lb FT = 10%
GRIP
197/144197/144
LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except*
W2: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
Except: 6-0-0 oc bracing: 5-6BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)4 =412/Mechanical5 =679/0-5-8 (min. 0-1-8)Max Horz
5 =226(LC 7)
Max Uplift
4 =-148(LC 9)
5 =-227(LC 6)Max Grav4 =494(LC 2)5 =718(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
3-4=-369/177, 5-6=-641/338, 2-6=-641/338
BOT CHORD
4-5=-263/348
WEBS
2-4=-288/214
NOTES (12)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-0-0 to 1-0-0,Interior(1) 1-0-0 to 4-8-4, Exterior(2) 4-8-4 to 7-8-4 zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
3) 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 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) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 148 lb uplift at joint 4 and 227 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) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
QB1212002
Truss
M1DGE
Truss Type
GABLE
Qty
1
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:45:13 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ITR9GutnVUAG4AtGrRmC9b1dr?FgMp3GKxcEt_ykxCq
Scale = 1:19.5
T1 W3
B1
W2
ST3
ST2ST1
W1
1
2
3
4
6 5
13
14
5x6
3x4
3x6
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
5x6
2-0-0
2-0-0
2-2-12
0-2-12
10-6-0
8-3-4
2-2-12
2-2-12
6-0-0
3-9-4
10-6-0
4-6-0
3-5-34.00 12
Plate Offsets (X,Y): [1:0-3-15,Edge], [6:0-2-12,0-2-13]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.580.480.43
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.13-0.330.01
(loc)
5-65-65
l/defl
>829>323n/a
L/d
240180n/a
PLATES
MT20
Weight: 36 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
OTHERS 2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 5-5-14 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1 =514/0-5-8 (min. 0-1-8)5 =514/MechanicalMax Horz1 =185(LC 7)Max Uplift
1 =-146(LC 6)
5 =-174(LC 6)
Max Grav
1 =542(LC 2)5 =592(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-1072/307, 2-13=-941/365, 3-13=-860/370
TOP CHORD1-2=-1072/307, 2-13=-941/365, 3-13=-860/370
BOT CHORD
1-6=-328/883, 5-6=-328/883
WEBS
3-5=-883/420, 2-6=0/447
NOTES (14)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 1-6-12 to 4-6-12,Interior(1) 4-6-12 to 6-1-5, Exterior(2) 6-1-5 to 10-4-4 zone; end vertical left and rightexposed;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 Standard Industry Gable End Details as applicable, or
consult qualified building designer as per ANSI/TPI 1.
3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 2-0-0 oc.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 all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Solid blocking is required on both sides of the truss at joint(s), 1.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 146 lb uplift at joint 1 and 174 lb uplift at joint 5.12) 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 the
analysis and design of this truss.
14) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
QB1212002
Truss
M2
Truss Type
Monopitch Truss
Qty
8
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:41:35 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-hXGlWLE2rViCwgCM4fs4Jd?Nn6xiHHjAC0ohEcykxGE
Scale = 1:18.0
T1 W2
B1
W11
2
3
5
4
6
7
8
9
3x4
4x6
1.5x4
2x4
3x6
2-0-0
2-0-0
2-1-12
2-1-12
8-0-0
5-10-4
0-5-03-1-02-7-80-5-84.00 12
Plate Offsets (X,Y): [3:0-3-8,Edge], [4:Edge,0-1-12]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.590.100.14
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.01-0.020.00
(loc)
4-54-54
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 27 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 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 =632/0-3-8 (min. 0-1-8)4 =287/0-1-8 (min. 0-1-8)Max Horz5 =159(LC 7)Max Uplift5 =-181(LC 6)
4 =-112(LC 9)
Max Grav
5 =662(LC 2)
4 =341(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-4=-279/149
TOP CHORD3-4=-279/149
WEBS
2-5=-622/359
NOTES (12)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 4-10-4, Exterior(2) 4-10-4 to 7-10-4 zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 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 with
any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.6) All bearings are assumed to be SPF No.2 . 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 181 lb uplift at joint 5 and 112 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
QB1212002
Truss
M2DGE
Truss Type
Monopitch Truss
Qty
2
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:54 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-cBegGaP2Q2VZw4FGIV1VYPDS1W0QlPaw95rSjAyjz67
Scale = 1:15.4
T1
W1
B1
ST1
1
2
3
5 4
6
7
8
2x4
1.5x4
1.5x4 2x4
2x4
7-9-10
7-9-10
7-9-10
7-9-10
2-7-34.00 12
TOP CHORD DROPPED FOR2X6 OUTLOOKERS
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
10.00.0 *10.0
SPACING
Plates Increase
Lumber IncreaseRep Stress IncrCode
2-0-0
1.15
1.15YESIRC2009/TPI2007
CSI
TC
BCWB(Matrix)
0.92
0.900.31
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
n/a
n/a0.00
(loc)
-
- 4
l/defl
n/a
n/an/a
L/d
999
999n/a
PLATES
MT20
Weight: 21 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 2100F 1.8EWEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals.
BOT CHORD
Rigid ceiling directly applied.
REACTIONS (lb/size)4 =-650/6-0-0 (min. 0-1-8)5 =1440/6-0-0 (min. 0-1-8)Max Horz5 =135(LC 7)Max Uplift4 =-650(LC 1)
5 =-414(LC 6)
Max Grav
4 =192(LC 8)
5 =1500(LC 2)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-4=-248/327
TOP CHORD3-4=-248/327WEBS
2-5=-958/842
NOTES (13)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-10-13 to 3-10-13,Exterior(2) 3-10-13 to 4-7-14, Corner(3) 4-7-14 to 7-7-14 zone; end vertical left and rightexposed;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 Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) Gable studs spaced at 2-0-0 oc.
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.8) All bearings are assumed to be SPF No.2 .
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 4=650, 5=414.
10) Non Standard bearing condition. Review required.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) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
G2V1V2V3T3DGET3DGET4DGET4AT3(17)T3A(9)T4(2)30-00-007-00-0037-00-0030-00-007-00-0037-00-0054-00-001-06-0016-09-0035-09-0054-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-001-00-001-00-002-00-002-00-001-00-002-00-00Job 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 orimplied 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 allBCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be appliedto trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanentbracing (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 tothe ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specificspecifications 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 responsiblefor verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TECimmediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss EngineeringCorporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, oraltered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: QB1212002Drawn By: Brian TetreaultJob Name:Jobsite: STIEBEL RESIDENCE MAIN HOUSE ANDCONNECTORCLOVERDALE EXTENSION NORTHAMPTON MAValley Lines: 47.2 (ft) / Horizontal Overhang Lines: 266.18 (ft) / Raked Overhang Lines: 224.52 (ft)The following information is approximate and NOT guaranteed:Roof Sheathing Area: 4783.68 (ft²) / Ridge Lines: 131.53 (ft) / Hip Lines: 0 (ft)
Job
QB1212002
Truss
T4DGE
Truss Type
Common Truss
Qty
1
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:15:34 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-buBELspwECfc7MxdboxoAiKfqW9RGY3Ei9OTbnyiiNt
Scale = 1:41.1
T1 T1
B1
ST5
ST4
ST3
ST2ST1
ST4
ST3
ST2 ST1
B1
1
2
3
4
5
6
7
8
9
10
11
20 19 18 17 16 15 14 13 12
21 22
3x4
4x4
3x4
5x6
1-9-9
1-9-9
20-4-3
18-6-9
10-2-1
10-2-1
20-4-3
10-2-1
6-9-68.00 12
TOP CHORD DROPPED FOR2X6 OUTLOOKERS
Plate Offsets (X,Y): [16:0-3-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.130.160.24
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
n/an/a0.00
(loc)
- - 12
l/defl
n/an/an/a
L/d
999999n/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.2OTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS All bearings 16-9-0.(lb) - Max Horz20= 267(LC 7)Max UpliftAll uplift 100 lb or less at joint(s) 17, 18, 20, 15, 14, 12 except 19=-176(LC 7), 13=-163(LC 6)Max Grav
All reactions 250 lb or less at joint(s) 19, 13 except
16=396(LC 1), 17=411(LC 2), 18=298(LC 2), 20=313(LC 2),
15=411(LC 3), 14=298(LC 3), 12=313(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD5-6=-10/278, 6-7=-10/278WEBS6-16=-278/0, 5-17=-287/127, 7-15=-287/127
WEBS6-16=-278/0, 5-17=-287/127, 7-15=-287/127
NOTES (14)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-5-12 to 3-5-12,
Exterior(2) 3-5-12 to 7-2-1, Corner(3) 7-2-1 to 10-2-1, Exterior(2) 13-2-1 to 16-10-6zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; 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 Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 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 studs spaced at 2-0-0 oc.
7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.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) 17, 18, 20, 15, 14, 12 except (jt=lb) 19=176, 13=163.11) Non Standard bearing condition. Review required.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) All Plates 20 Gauge Unless Noted
LOAD CASE(S)
Standard
Job
QB1212002
Truss
T4
Truss Type
Common Truss
Qty
2
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:14:39 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-iJNRo38QBIjP1vE2slSvR6YD0LJctY9835Z3ATyiiOk
Scale = 1:41.6
T1 T1
B1
W4
W3 W2
W1
W3W2
W1
B1
1
2
3
4
5
6
7
10 9 8
11
12
13 14
15
16
3x4
4x4
3x4
5x8
4x4
3x4
1.5x4
4x4
3x4
1.5x4
2-0-0
2-0-0
2-1-12
0-1-12
10-4-8
8-2-12
18-7-4
8-2-12
18-9-0
0-1-12
20-9-0
2-0-0
2-1-12
2-1-12
6-4-0
4-2-4
10-4-8
4-0-8
14-5-0
4-0-8
18-7-4
4-2-4
20-9-0
2-1-12
0-5-07-4-00-5-08.00 12
Plate Offsets (X,Y): [9:0-4-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.360.470.71
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.07-0.180.02
(loc)
9-109-108
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20
Weight: 89 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.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS (lb/size)8 =1214/0-3-8 (min. 0-1-14)10 =1214/0-3-8 (min. 0-1-14)Max Horz10 =-290(LC 6)Max Uplift8 =-294(LC 9)
10 =-294(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD3-12=-786/274, 12-13=-758/274, 4-13=-665/291, 4-14=-665/291, 14-15=-758/274, 5-15=-786/274BOT CHORD9-10=-201/652, 8-9=-79/652
BOT CHORD9-10=-201/652, 8-9=-79/652
WEBS
4-9=-149/368, 5-8=-985/223, 6-8=-344/262, 3-10=-985/223,
2-10=-344/263
NOTES (10)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 7-4-8, Exterior(2) 7-4-8 to 10-4-8, Interior(1) 13-4-8 to 17-9-0 zone;end vertical left and right exposed;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 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 with
any other live loads.
5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.6) All bearings are assumed to be SPF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=294, 10=294.
8) 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 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 10) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
QB1212002
Truss
T4A
Truss Type
Common Truss
Qty
1
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:15:07 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ti31heU_bvFROCNRVdyTa?j?NdrvRDtGVSLY9ryiiOI
Scale = 1:43.5
T1
T1
B1
W4
W3W3
W1
W2
W1
W21
2
3
4
5
8 7 6
9
10 11 12 13
14
3x4
4x4
3x4
3x8
4x4 4x4
4x4 4x4
8-4-8
8-4-8
16-9-0
8-4-8
4-4-0
4-4-0
8-4-8
4-0-8
12-5-0
4-0-8
16-9-0
4-4-0
1-9-07-4-01-9-08.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
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
0.550.66
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
-0.09
-0.240.02
(loc)
7-8
7-86
l/defl
>999
>838n/a
L/d
240
180n/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* W1: 2 X 4 SPF No.2BRACING
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)8 =963/0-3-8 (min. 0-1-8)6 =963/0-3-8 (min. 0-1-8)Max Horz8 =319(LC 7)Max Uplift8 =-229(LC 8)
6 =-229(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-10=-838/301, 10-11=-742/308, 3-11=-715/319, 3-12=-715/319, 12-13=-742/308, 4-13=-838/301BOT CHORD7-8=-239/716, 6-7=-111/716
BOT CHORD7-8=-239/716, 6-7=-111/716WEBS
3-7=-185/431, 2-8=-915/201, 4-6=-915/201
NOTES (10)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 2-1-12 to 5-1-12,Interior(1) 5-1-12 to 7-4-8, Exterior(2) 7-4-8 to 10-4-8, Interior(1) 13-4-8 to 15-7-4 zone;end vertical left and right exposed;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 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.
6) All bearings are assumed to be SPF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=229, 6=229.8) 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) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
10) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
QB1212002
Truss
G2
Truss Type
Common Truss
Qty
1
Ply
2
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:21:01 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-WpSs_gm1EgrCscRTFzIUwfNRfKcANHCMvX5HaKyiiIm
Scale = 1:43.7
T1
T1
B1
W5
W4 W3W4W3
W1
W2
W1
W2
1
2
3
4
5
10 9 8 7 6
11
12 13
14
15 16 17 18
6x9
5x6
6x9
6x10 M18SHS 6x10 M18SHS10x12
3x6
7x8
3x6
7x8 HUS26
HUS26
HUS26
HUS26
HUS26
HUS26
HUS26
HUS26
HUS26
4-4-0
4-4-0
8-4-8
4-0-8
12-5-0
4-0-8
16-9-0
4-4-0
4-4-0
4-4-0
8-4-8
4-0-8
12-5-0
4-0-8
16-9-0
4-4-0
1-9-07-4-01-9-08.00 12
Plate Offsets (X,Y): [6:Edge,0-5-8], [7:0-3-4,0-4-12], [9:0-3-4,0-4-12]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15NOIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.620.780.87
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.10-0.200.03
(loc)
8-98-96
l/defl
>999>999n/a
L/d
240180n/a
PLATES
MT20M18SHS
Weight: 191 lb FT = 10%
GRIP
197/144197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except*
W5,W2: 2 X 4 SPF No.2, W1: 2 X 6 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals.
BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)10 =10197/0-3-8 (req. 0-8-0)6 =10260/0-3-8 (req. 0-8-1)Max Horz10 =-315(LC 5)Max Uplift
10 =-2042(LC 7)
6 =-2055(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-8458/1713, 2-11=-6869/1444, 11-12=-6779/1450, 3-12=-6769/1461, 3-13=-6769/1461, 13-14=-6779/1450, 4-14=-6869/1444, 4-5=-8459/1713, 1-10=-7176/1473,
TOP CHORD1-2=-8458/1713, 2-11=-6869/1444, 11-12=-6779/1450,
3-12=-6769/1461, 3-13=-6769/1461, 13-14=-6779/1450,
4-14=-6869/1444, 4-5=-8459/1713, 1-10=-7176/1473,
5-6=-7173/1472
BOT CHORD
10-15=-392/548, 9-15=-392/548, 9-16=-1441/6937, 8-16=-1441/6937, 8-17=-1311/6938, 7-17=-1311/6938, 7-18=-109/558, 6-18=-109/558WEBS3-8=-1495/7085, 4-8=-1947/521, 4-7=-389/1949, 2-8=-1946/520, 2-9=-388/1948, 1-9=-1295/6802, 5-7=-1294/6791
NOTES (16)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, 2 X 6 - 2 rows at 0-9-0 oc.
Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 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; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33
4) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 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.9) WARNING: Required bearing size at joint(s) 10, 6 greater than input bearing size.
10) All bearings are assumed to be SPF No.2 .
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 10=2042, 6=2055.
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) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent spacedat 2-2-8 oc max. starting at 0-2-12 from the left end to 16-6-4 to connect truss(es) T3A(1 ply 2 X 4 SPF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber.16) All Plates 20 Gauge Unless Noted
Continued on page 2
Job
QB1212002
Truss
G2
Truss Type
Common Truss
Qty
1
Ply
2
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:21:01 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-WpSs_gm1EgrCscRTFzIUwfNRfKcANHCMvX5HaKyiiIm
LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-97, 3-5=-97, 6-10=-20Concentrated Loads (lb)
Vert: 10=-2061(F) 6=-2061(F) 8=-2061(F) 7=-2061(F) 9=-2061(F) 15=-2061(F)
16=-2061(F) 17=-2061(F) 18=-2061(F)
Job
QB1212002
Truss
T3
Truss Type
MOD. QUEEN
Qty
17
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:19:44 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ZJZ8M3NhbhXD8CUPnprfh9CFheHLcA3ClYjpi6ykxaj
Scale = 1:65.6
B1
T2
T2
W3
W4
W5 W6 W5
W4
W3
W2
W1
W2
W1
B1
T1 T1
1
2
3
4
5
6
7
8
9
14 13 12 11 10
19
20
21
22 23
24
25
26
15 16 17 183x4
4x6
3x4
5x6
4x4
5x9
4x4
3x4
5x6
4x6
1.5x4
4x6
1.5x4
3x4
2-0-0
2-0-0
8-8-0
6-8-0
17-0-0
8-4-0
25-4-0
8-4-0
32-0-0
6-8-0
34-0-0
2-0-0
5-10-8
5-10-8
11-6-7
5-7-15
17-0-0
5-5-9
22-5-9
5-5-9
28-1-8
5-7-15
34-0-0
5-10-8
0-5-011-9-00-5-08.00 12
Plate Offsets (X,Y): [3:0-2-8,0-3-0], [7:0-2-8,0-3-0], [12:0-4-8,0-3-4]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
17.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.900.970.91
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.23-0.430.10
(loc)
12-1312-1310
l/defl
>999>836n/a
L/d
240180n/a
PLATES
MT20
Weight: 163 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,W6: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied.
BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.WEBS1 Row at midpt 4-12, 6-12, 3-14, 7-10
REACTIONS (lb/size)14 =2388/0-3-8 (req. 0-3-12)10 =2388/0-3-8 (req. 0-3-12)Max Horz
14 =-472(LC 6)
Max Uplift
14 =-439(LC 8)
10 =-439(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-20=-2340/516, 4-20=-2173/540, 4-21=-1893/528,
TOP CHORD3-20=-2340/516, 4-20=-2173/540, 4-21=-1893/528,
21-22=-1873/530, 5-22=-1704/553, 5-23=-1704/553,
23-24=-1873/530, 6-24=-1893/528, 6-25=-2173/540,
7-25=-2340/516
BOT CHORD
13-14=-415/1689, 13-15=-279/1777, 15-16=-279/1777, 12-16=-279/1777, 12-17=-169/1777, 17-18=-169/1777, 11-18=-169/1777, 10-11=-237/1689WEBS3-13=-41/266, 4-12=-758/292, 5-12=-393/1357, 6-12=-758/292, 7-11=-41/266, 3-14=-2633/456, 2-14=-360/210, 7-10=-2633/456, 8-10=-360/210
NOTES (11)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-4-13,
Interior(1) 3-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 30-7-3
zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 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 with
any 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) WARNING: Required bearing size at joint(s) 14, 10 greater than input bearing size.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 439 lb uplift at joint 14 and 439 lb uplift at joint 10.9) 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 the
analysis and design of this truss.
11) All Plates 20 Gauge Unless Noted
LOAD CASE(S)Standard
Job
QB1212002
Truss
T3A
Truss Type
MOD. QUEEN
Qty
9
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:13 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-iz3Td0A9VTI4W5N2?c0bDatj4i8G0Yx8?EJCRzykxYO
Scale = 1:65.6
B1
T2
T2
W3
W4
W5 W6 W5
W4
W3
W2
W1
B2
T1
T3
W81
2
3
4
5
6
7
8
13 12 11 10 9
18
19
20
21 22
23
24
14 15 16 173x4
4x6
3x4
5x6
4x4
5x9
4x4
3x4
5x6
4x6
1.5x4 3x4
4x6
2-0-0
2-0-0
8-8-0
6-8-0
17-0-0
8-4-0
25-4-0
8-4-0
31-9-0
6-5-0
5-10-8
5-10-8
11-6-7
5-7-15
17-0-0
5-5-9
22-5-9
5-5-9
28-1-8
5-7-15
31-9-0
3-7-8
0-5-011-9-01-11-08.00 12
Plate Offsets (X,Y): [3:0-2-8,0-3-0], [7:0-2-12,0-3-4], [11:0-4-8,0-3-4]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
17.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.900.970.91
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.23-0.420.10
(loc)
11-1211-129
l/defl
>999>836n/a
L/d
240180n/a
PLATES
MT20
Weight: 157 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,W6,W8: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied, except end verticals.
BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.WEBS1 Row at midpt 4-11, 6-11, 3-13, 7-9
REACTIONS (lb/size)13 =2380/0-3-8 (req. 0-3-12)9 =2081/MechanicalMax Horz
13 =509(LC 7)
Max Uplift
13 =-432(LC 8)
9 =-374(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-19=-2330/515, 4-19=-2163/539, 4-20=-1881/530,
TOP CHORD3-19=-2330/515, 4-19=-2163/539, 4-20=-1881/530,
20-21=-1740/538, 5-21=-1692/553, 5-22=-1692/552,
22-23=-1861/530, 6-23=-1880/527, 6-24=-2129/547,
7-24=-2307/533
BOT CHORD
12-13=-450/1682, 12-14=-314/1768, 14-15=-314/1768, 11-15=-314/1768, 11-16=-170/1757, 16-17=-170/1757, 10-17=-170/1757, 9-10=-248/1639WEBS3-12=-41/263, 4-11=-735/290, 5-11=-393/1344, 6-11=-742/294, 7-10=-48/295, 3-13=-2623/457, 2-13=-357/212, 7-9=-2468/431
NOTES (12)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;
enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-2-2,
Interior(1) 3-2-2 to 13-9-14, Exterior(2) 13-9-14 to 17-0-0, Interior(1) 20-2-2 to 28-3-8
zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 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) WARNING: Required bearing size at joint(s) 13 greater than input bearing size.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 100 lb uplift at joint(s) except (jt=lb) 13=432, 9=374.10) 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
QB1212002
Truss
T3DGE
Truss Type
Common Truss
Qty
2
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:41 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-VhLmX7FvU3sQs4lm1GIRWgBPkHj?CYQ?AaBGlQyjz6K
Scale: 3/16"=1'
T2
T2
B1
ST8ST7ST6ST5
ST4
ST3
ST2
ST1
ST7 ST6 ST5
ST4
ST3
ST2
ST1
T1
B2
1
2
3 4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
34 33 32 31 30 29 28 27 26 25 24 23 22 21 20
35 36
3x4
4x4
3x4
3x4
5x6
3x4
31-9-9
31-9-9
33-7-3
1-9-9
16-9-9
16-9-9
33-7-3
16-9-9
11-2-68.00 12
TOP CHORD DROPPED FOR
2X6 OUTLOOKERS
Plate Offsets (X,Y): [27:0-3-0,0-3-0]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.250.350.25
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
n/an/a0.01
(loc)
- - 20
l/defl
n/an/an/a
L/d
999999n/a
PLATES
MT20
Weight: 180 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF Stud *Except*
ST8,ST7: 2 X 4 SPF No.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 10-0-0 oc purlins.
BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.WEBS1 Row at midpt 10-27, 9-28, 8-29, 11-26, 12-25
REACTIONS All bearings 30-0-0.(lb) - Max Horz34=-450(LC 6)Max Uplift
All uplift 100 lb or less at joint(s) 28, 29, 30, 31, 32, 26,
25, 24, 23, 22 except 33=-313(LC 7), 34=-235(LC 6), 21=-290(LC
6), 20=-201(LC 7)
Max GravAll reactions 250 lb or less at joint(s) 21 except 27=458(LC 1), 28=446(LC 2), 29=400(LC 2), 30=326(LC 2), 31=316(LC 1), 32=298(LC 2), 33=268(LC 6), 34=398(LC 2), 26=451(LC 3), 25=399(LC 3), 24=327(LC 3), 23=315(LC 1), 22=299(LC 3),
REACTIONSMax GravAll reactions 250 lb or less at joint(s) 21 except
27=458(LC 1), 28=446(LC 2), 29=400(LC 2), 30=326(LC 2),
31=316(LC 1), 32=298(LC 2), 33=268(LC 6), 34=398(LC 2),
26=451(LC 3), 25=399(LC 3), 24=327(LC 3), 23=315(LC 1),
22=299(LC 3), 20=400(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-3=-258/296, 6-7=-34/266, 7-35=0/344, 8-35=0/348, 8-9=0/437,9-10=0/507, 10-11=0/505, 11-12=0/435, 12-36=0/346, 13-36=0/341, 13-14=-11/264, 17-18=-230/266BOT CHORD1-34=-217/252WEBS
10-27=-450/0, 9-28=-328/110, 8-29=-280/144, 2-34=-272/133,
11-26=-328/110, 12-25=-279/144, 18-20=-273/133
NOTES (14)
1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-5-12 to 3-10-2,Exterior(2) 3-10-2 to 13-5-4, Corner(3) 13-5-4 to 16-9-9, Exterior(2) 20-1-14 to 29-9-1zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; 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 Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) All plates are 1.5x4 MT20 unless otherwise indicated.
6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 100 lb uplift at joint(s) 28, 29, 30, 31, 32, 26, 25, 24, 23, 22 except (jt=lb)
33=313, 34=235, 21=290, 20=201.
11) Non Standard bearing condition. Review required.Continued on page 2
Job
QB1212002
Truss
T3DGE
Truss Type
Common Truss
Qty
2
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:42 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-zuv8kTFXFM_GUEKybzpg3tjZUh3Ex?f9OExqIsyjz6J
NOTES (14)
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
QB1212002
Truss
V1
Truss Type
GABLE
Qty
1
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:27 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-IgvmaoLxCn35BFSkqYGtnXSGkL71I5yCDPixx9ykxYA
Scale = 1:25.3
T1 T1
B1
ST2
ST1 ST1
1
2
3
4
5
8 7 6
9 10
3x4
4x4
3x4
1.5x4 1.5x4
1.5x4
1.5x4
1.5x4
12-4-3
12-4-3
6-2-2
6-2-2
12-4-3
6-2-2
0-0-64-1-60-0-68.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
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
0.100.11
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
n/a
n/a0.00
(loc)
-
- 5
l/defl
n/a
n/an/a
L/d
999
999n/a
PLATES
MT20
Weight: 36 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS All bearings 12-4-3.(lb) - Max Horz1=-157(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) 1, 5 except 8=-258(LC 8), 6=-258(LC 9)Max GravAll reactions 250 lb or less at joint(s) 1, 5 except
7=337(LC 1), 8=488(LC 2), 6=488(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS3-7=-251/37, 2-8=-422/291, 4-6=-422/291
NOTES (11)
1) Wind: ASCE 7-05; 120mph; 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; end vertical 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= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=258, 6=258.9) 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
QB1212002
Truss
V2
Truss Type
Valley Truss
Qty
1
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:36 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-XPy9StSa4YCpndeSsxw_fRKnm_Cwv9mXIJOwl8ykxY1
Scale = 1:18.6
T1 T1
B1
ST1
1
2
3
4
5
6 7
8
2x4
4x4
2x4 1.5x4
8-4-3
8-4-3
4-2-2
4-2-2
8-4-3
4-2-2
0-0-62-9-60-0-68.00 12
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL
38.5
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
0.120.07
DEFL
Vert(LL)
Vert(TL)Horz(TL)
in
n/a
n/a0.00
(loc)
-
- 3
l/defl
n/a
n/an/a
L/d
999
999n/a
PLATES
MT20
Weight: 22 lb FT = 10%
GRIP
197/144
LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING
TOP CHORD
Structural wood sheathing directly applied or 6-0-0 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1 =243/8-4-3 (min. 0-1-8)3 =243/8-4-3 (min. 0-1-8)4 =378/8-4-3 (min. 0-1-8)Max Horz1 =-102(LC 6)Max Uplift1 =-97(LC 8)
3 =-101(LC 9)
4 =-66(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS2-4=-286/117
NOTES (11)
1) Wind: ASCE 7-05; 120mph; 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; end vertical 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= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 3=101.9) 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
QB1212002
Truss
V3
Truss Type
Valley Truss
Qty
1
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:43 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-qltpwHYzRh4p6igpmvYdRv62cobY2LbYvvaoUEykxXw
Scale = 1:9.4
T1 T1
B1
1
2
3
2x4
3x4
2x4
4-4-3
4-4-3
2-2-2
2-2-2
4-4-3
2-2-2
0-0-61-5-60-0-68.00 12
Plate Offsets (X,Y): [2:0-2-0,Edge]
LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL
BCDL
38.5
10.00.0 *
10.0
SPACING
Plates IncreaseLumber IncreaseRep Stress IncrCode
2-0-0
1.151.15YESIRC2009/TPI2007
CSI
TCBCWB(Matrix)
0.070.120.00
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
n/an/a0.00
(loc)
- - 3
l/defl
n/an/an/a
L/d
999999n/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.2BRACING
TOP CHORD
Structural wood sheathing directly applied or 4-4-3 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS (lb/size)1 =198/4-4-3 (min. 0-1-8)3 =198/4-4-3 (min. 0-1-8)Max Horz1 =47(LC 7)Max Uplift1 =-62(LC 8)3 =-62(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES (11)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) automatic zone and C-C Exterior(2) zone; end vertical 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= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);
Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 1, 3.
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