12C-130 sealed truss drawings 10-15-13 30033-STIEBEL MAIN UPPER-RKH-092313-SEALS24 West St.West Hatfield, MA 01088
r.k. Miles, Inc.
(413) 247-8300
WORK ORDER #
Attn:
30033
Job:STIEBEL RESIDENCE
Ordered On: 09/05/13
37 CLOVERDALE EXTENSION
NORTHAMPTON, MA
MAIN HOUSE UPPER ROOF
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
PO:44665-STIEBEL
Brian TetreaultOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:RICH BLAISE
09/08/13
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
09/28/13Projected Delivery By:
*BASED ON PLANS DATED 10/05/2012; AND REQUESTED
CHANGES.
*GABLES DROPPED FOR 2X6 OUTLOOKERS.
*GAS FIREPLACE.
SPECIAL INSTRUCTIONS:
QTY TYPE
SPAN LUMBER
TOP BOT
OVRHG / CANT
LEFT RIGHT
PITCH
TOP BOT TRUSS ID TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
50.0,10.0,0.0,10.0INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
SHIPPING WIDTH
UNIT
WEIGHT
LAYOUT BY:BRT 08/30/13ON:
G2
1
8.00 0.00 16-09-00 2 X 4 2 X 6
Common Truss
2 Ply 16-09-00 07-04-00 95
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 11-09-00 162
T3A 8.00 0.00 31-09-00 02-00-002 X 4 2 X 4
MOD. QUEEN
9 34-00-00 11-09-00 156
T3DGE 8.00 0.00 33-07-03 2 X 4 2 X 4
COMMON 2 33-07-03 11-02-06 180
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 07-04-00 88
T4A 8.00 0.00 16-09-00 2 X 4 2 X 4
Common Truss
1 20-09-00 07-04-00 78
T4DGE 8.00 0.00 20-04-03 2 X 4 2 X 4
Common Truss
1 20-04-03 06-09-06 83
V1 8.00 0.00 12-03-01 2 X 4 2 X 4
GABLE
1 12-03-01 04-01-06 35
V2 8.00 0.00 08-03-01 2 X 4 2 X 4
Valley Truss
1 08-03-01 02-09-06 22
V3 8.00 0.00 04-03-01 2 X 4 2 X 4
Valley Truss
1 04-03-01 01-05-06 9
ROOF SUB-TOTAL:
QTY NOTES PRICEUNIT TOTALPRICE
ITEMS
CATEGORYITEM
9 HUS26 Hanger
ITEMS SUB-TOTAL:
SUB-TOTAL
GRAND TOTAL
***** IMPORTANT NOTE *****
It is the sole responsibility of the retailer to supply all attached drawings and information to their customer for review and approval.
Any and all changes must be received by Truss Engineering prior to the cancellation date.
Any changes received after cancellation date may result in added charges and delay of order. No response before cancellation
date will be perceived as a full approval of order.
Truss Engineering is responsible for supplying only the material as listed on the order.
Deliveries are F.O.B. our truck to jobsite. Inability to access the jobsite or take delivery
of order may result in additional charges.
*** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER ***
Approved By: Approval Date:
PO #:Requested Delivery Date:
WIDE LOAD /
ESCORT FEE
G2V1V2V3T3DGET3DGET4DGET4AT3(17)T3A(9)T4(2)30-00-007-00-0037-00-0054-00-001-06-0016-09-0035-09-0054-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-001-00-002-00-002-00-002-00-0030-00-002-00-007-00-0029-09-00Job Number: 30033This 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 UPPER ROOF37 CLOVERDALE 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
30033
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 Sep 06 13:57:40 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-4BnNRbNfiR0kK4JV9IWeP_EubsWLEQmzZM__lFygLTf
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 =10194/0-3-8 (req. 0-8-0)6 =10257/0-3-8 (req. 0-8-1)Max Horz10 =-315(LC 5)Max Uplift
10 =-2064(LC 7)
6 =-2077(LC 8)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-8456/1731, 2-11=-6867/1458, 11-12=-6777/1464, 3-12=-6767/1475, 3-13=-6767/1475, 13-14=-6777/1464, 4-14=-6867/1458, 4-5=-8457/1731, 1-10=-7174/1488,
TOP CHORD1-2=-8456/1731, 2-11=-6867/1458, 11-12=-6777/1464,
3-12=-6767/1475, 3-13=-6767/1475, 13-14=-6777/1464,
4-14=-6867/1458, 4-5=-8457/1731, 1-10=-7174/1488,
5-6=-7171/1487
BOT CHORD
10-15=-393/547, 9-15=-393/547, 9-16=-1456/6935, 8-16=-1456/6935, 8-17=-1326/6936, 7-17=-1326/6936, 7-18=-110/558, 6-18=-110/558WEBS3-8=-1510/7083, 4-8=-1947/525, 4-7=-394/1948, 2-8=-1946/524, 2-9=-393/1947, 1-9=-1309/6800, 5-7=-1308/6789
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=2064, 6=2077.
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
30033
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 Sep 06 13:57:40 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-4BnNRbNfiR0kK4JV9IWeP_EubsWLEQmzZM__lFygLTf
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
30033
Truss
T3
Truss Type
MOD. QUEEN
Qty
17
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)
ADDITIONAL DL FOR SOLAR/PV PANELS
7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Sep 06 13:54:45 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-iWiCjlGuvgzZqBRsP2ubp4UvtJlVjGvDKe5D6uygLWO
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
6x6
4x4
5x9
4x4
3x4
6x6
4x6
1.5x4
4x6
1.5x4
3x4
30-0-0
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
5-10-0
5-10-0
11-6-0
5-8-0
17-0-0
5-6-0
22-6-0
5-6-0
28-2-0
5-8-0
34-0-0
5-10-0
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)
0.930.970.90
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.23-0.430.10
(loc)
12-1312-1310
l/defl
>999>838n/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*
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 =2387/0-3-8 (req. 0-3-12)10 =2387/0-3-8 (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=-2338/515, 4-20=-2173/540, 4-21=-1893/527,
TOP CHORD3-20=-2338/515, 4-20=-2173/540, 4-21=-1893/527,
21-22=-1871/530, 5-22=-1703/553, 5-23=-1703/553,
23-24=-1871/530, 6-24=-1893/527, 6-25=-2173/540,
7-25=-2338/515
BOT CHORD
13-14=-415/1687, 13-15=-280/1778, 15-16=-280/1778, 12-16=-280/1778, 12-17=-170/1778, 17-18=-170/1778, 11-18=-170/1778, 10-11=-236/1687WEBS3-13=-40/267, 4-12=-757/291, 5-12=-390/1351, 6-12=-757/291, 7-11=-40/267, 3-14=-2629/455, 2-14=-363/211, 7-10=-2629/455, 8-10=-363/211
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 100 lb uplift at joint(s) except (jt=lb) 14=439, 10=439.9) 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
30033
Truss
T3A
Truss Type
MOD. QUEEN
Qty
9
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)
ADDITIONAL DL FOR SOLAR/PV PANELS
7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Sep 06 13:57:14 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-qBCX_i3LpSkQC4KVer3XLV9NDNbQ8fi8aJhcrmygLU3
Scale = 1:65.6
B1
T2
T3
W3
W4
W5 W6 W5
W4
W3
W2
W1
B2
T1 W8
W7
1
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
3x4
6x6
4x4
5x9
4x4
3x4
4x6
4x6
1.5x4
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
5-10-0
5-10-0
11-6-0
5-8-0
17-0-0
5-6-0
22-6-0
5-6-0
28-2-0
5-8-0
31-9-0
3-7-0
0-5-011-9-01-11-08.00 12
Plate Offsets (X,Y): [3:0-2-8,0-3-0], [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)
0.930.960.91
DEFL
Vert(LL)Vert(TL)Horz(TL)
in
-0.23-0.420.10
(loc)
11-1211-129
l/defl
>999>837n/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 =2379/0-3-8 (req. 0-3-12)9 =2081/MechanicalMax Horz
13 =509(LC 7)
Max Uplift
13 =-438(LC 8)
9 =-379(LC 9)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-19=-2328/518, 4-19=-2163/542, 4-20=-1881/532,
TOP CHORD3-19=-2328/518, 4-19=-2163/542, 4-20=-1881/532,
20-21=-1751/540, 5-21=-1692/555, 5-22=-1692/555,
22-23=-1859/532, 6-23=-1880/530, 6-24=-2101/550,
7-24=-2305/536
BOT CHORD
12-13=-449/1681, 12-14=-315/1769, 14-15=-315/1769, 11-15=-315/1769, 11-16=-173/1758, 16-17=-173/1758, 10-17=-173/1758, 9-10=-249/1642WEBS3-12=-40/265, 4-11=-733/291, 5-11=-392/1337, 6-11=-741/296, 7-10=-48/293, 3-13=-2620/457, 2-13=-359/211, 7-9=-2463/430
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 3-4-13,
Interior(1) 3-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 28-2-7
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=438, 9=379.10) 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
30033
Truss
T3DGE
Truss Type
COMMON TRUSS
Qty
2
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)
ADDITIONAL DL FOR SOLAR/PV PANELS
7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Sep 09 08:12:52 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-X_blt7rsnF0frF1bU4aa8Lh_UVRl?5esJ7e_6kyfREv
Scale: 3/16"=1'
T2
T2
B1
ST8ST7ST6ST5
ST4
ST3
ST2
ST1
ST7 ST6 ST5
ST4
ST3
ST2
ST1
T1
B1
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 11-9-00
-
5
-
8
31-9-10
31-9-10
33-7-3
1-9-9
16-9-9
16-9-9
33-7-3
16-9-10
11-2-68.00 12
TOP CHORD DROPPED FOR
2X6 OUTLOOKERS
Plate Offsets (X,Y): [11:0-0-0,0-0-0], [12:0-0-0,0-0-0], [13:0-0-0,0-0-0], [14:0-0-0,0-0-0], [15:0-0-0,0-0-0], [16:0-0-0,0-0-0], [17:0-0-0,0-0-0], [18:0-0-0,0-0-0], [27:0-3-0,0-3-0]
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)
0.250.350.25
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=-314(LC 7), 34=-235(LC 6), 21=-288(LC
6), 20=-201(LC 7)
Max GravAll reactions 250 lb or less at joint(s) 21 except 27=503(LC 1), 28=479(LC 2), 29=427(LC 2), 30=355(LC 2), 31=343(LC 1), 32=328(LC 2), 33=268(LC 6), 34=441(LC 2), 26=479(LC 3), 25=427(LC 3), 24=355(LC 3), 23=343(LC 1), 22=328(LC 3),
REACTIONSMax GravAll reactions 250 lb or less at joint(s) 21 except
27=503(LC 1), 28=479(LC 2), 29=427(LC 2), 30=355(LC 2),
31=343(LC 1), 32=328(LC 2), 33=268(LC 6), 34=441(LC 2),
26=479(LC 3), 25=427(LC 3), 24=355(LC 3), 23=343(LC 1),
22=328(LC 3), 20=441(LC 3)
FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-243/259, 2-3=-259/296, 6-7=-35/265, 7-35=0/342, 8-35=0/347, 8-9=0/436, 9-10=0/506, 10-11=0/506, 11-12=0/436, 12-36=0/347, 13-36=0/342, 13-14=-10/265, 17-18=-229/266, 18-19=-222/259BOT CHORD1-34=-217/253
WEBS
10-27=-450/0, 9-28=-359/110, 8-29=-307/144, 2-34=-308/132,
11-26=-359/109, 12-25=-307/144, 18-20=-308/133
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=314, 34=235, 21=288, 20=201.
11) Non Standard bearing condition. Review required.Continued on page 2
Job
30033
Truss
T3DGE
Truss Type
COMMON TRUSS
Qty
2
Ply
1
CLOVERDALE EXT. NORTHAMPTON, MA
Job Reference (optional)
ADDITIONAL DL FOR SOLAR/PV PANELS
7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Sep 09 08:12:52 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-X_blt7rsnF0frF1bU4aa8Lh_UVRl?5esJ7e_6kyfREv
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
30033
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 Sep 06 13:52:09 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-GWHEzPN1ekJh6CWtGH40UA1O3RdjAlLFSNIzdxygLYq
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
16-9-0
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
30033
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 Sep 06 13:52:15 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-5geVETRoEa3rq7z1dYBQkRHPzrftaUc8qIlHrbygLYk
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
30033
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. Mon Sep 09 08:12:23 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-tPLnoCVgcLMmsoK0HVZnTD_2kpa2i_Xae66ybwyfRFM
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 7-4-00
-
5
-
8
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
30033
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 Sep 06 13:51:48 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-NTVIZE6sbHgg5_PrXNC58lfp6zYclQW9dbjMPfygLZ9
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
30033
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 Sep 06 13:51:45 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-zuq9xC4_IMH5EWhGsFfOW61HAlXhY3NjxeUhoKygLZC
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 97 lb uplift at joint 1, 101 lb uplift at joint 3 and 66 lb uplift at joint 4.9) 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
30033
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 Sep 06 13:51:42 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ZJ81JB25?RvWN3yhB75huUPqYYVzLjjHEgG1B?ygLZF
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 62 lb uplift at joint 1 and 62 lb uplift at joint 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