41-056 35121-PEACHTREE [LOT 13 RIDGEVIEW ESTATES] - 092316 - DWGS557 North Main Street P.O. Box 277East Longmeadow, MA 01028
Kelly-Fradet Lumber - East Longmeadow
(413) 785--1558
WORK ORDER #
Attn:
35121
Job:PEACHTREE DESIGN GROUP
Ordered On: 09/21/16
LOT 13 RIDGEVIEW ESTATES
NORTHAMPTON, MA
RIDGEVIEW DEVELOPMENT LLC
BILL LUCAS
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:
John GoodrichOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:BILL LUCAS
09/24/16
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
10/15/16Projected Delivery By:
PLAN HAS BEEN MODIFIED IN ATTEMPT TO MEET CURRENT
CODES, ALL FRAMING MUST MATCH AS SHOWN ON TRUSS
DRAWINGS.
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
40.0,10.0,0.0,10.0INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
SHIPPING WIDTH
UNIT
WEIGHT
LAYOUT BY:JFG 09/16/16ON:
G1
1
8.00 0.00 22-00-00 2 X 4 2 X 6
COMMON
2 Ply 22-00-00 08-05-13 119
G5
1
8.00 0.00 12-05-08 2 X 4 2 X 6
COMMON
2 Ply 12-05-08 05-03-11 63
M1 8.00 0.00 17-03-08 2 X 4 2 X 4
JACK-CLOSED
5 17-03-08 13-01-08 95
M2 8.00 0.00 06-04-00 01-04-002 X 4 2 X 4
MONOPITCH 6 06-04-00 04-09-03 26
M3GE 8.00 0.00 05-04-00 2 X 4 2 X 4
MONOPITCH
1 05-04-00 04-01-03 21
S1 8.00 6.11 43-08-00 01-04-00 01-04-002 X 4 2 X 4
PIGGYBACK
5 43-08-00 13-02-13 195
S1B 8.00 6.11 24-09-08 01-04-002 X 4 2 X 4
ROOF
5 24-09-08 15-01-03 114
S2 8.00 6.11 38-04-00 01-04-00
01-04-00
2 X 4 2 X 4
PIGGYBACK
1 38-04-00 13-02-13 214
S2GE 8.00 6.11 38-04-00 01-04-00
01-04-00
2 X 4 2 X 4
GABLE
1 38-04-00 13-02-13 291
S3 8.00 6.11 36-09-00
01-04-00
2 X 4 2 X 4
PIGGYBACK
5 36-09-00 13-02-13 208
S3GE 8.00 6.11 36-09-00
01-04-00
2 X 4 2 X 4
GABLE
1 36-09-00 13-02-13 321
S4 8.00 6.11 34-08-00 01-04-00 01-04-002 X 4 2 X 4
ROOF
7 34-08-00 12-01-03 142
S4GE 8.00 6.11 34-08-00 01-04-00 01-04-002 X 4 2 X 4
GABLE
1 34-08-00 12-01-03 174
S5 8.00 6.11 14-03-08 00-11-00 00-11-002 X 4 2 X 4
ROOF
3 14-03-08 05-03-11 57
S5B 8.00 6.11 12-05-08 2 X 4 2 X 4
SCISSOR
3 12-05-08 05-03-11 54
S5GE 8.00 6.11 14-03-08 00-11-00 00-11-002 X 4 2 X 4
GABLE
1 14-03-08 05-03-11 59
T1 8.00 0.00 23-10-00 00-11-00 00-11-002 X 4 2 X 4
COMMON
1 23-10-00 08-05-13 105
557 North Main Street P.O. Box 277East Longmeadow, MA 01028
Kelly-Fradet Lumber - East Longmeadow
(413) 785--1558
WORK ORDER #
Attn:
35121
Job:PEACHTREE DESIGN GROUP
Ordered On: 09/21/16
LOT 13 RIDGEVIEW ESTATES
NORTHAMPTON, MA
RIDGEVIEW DEVELOPMENT LLC
BILL LUCAS
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:
John GoodrichOur Salesman:
Cancellation Date:
Sold To:
Contractor Copy of Order
Phone:
Ordered By:BILL LUCAS
09/24/16
**
** Truss Engineering's Shipping Department should be contacted 5 business days before your
optimal delivery date. "Projected Delivery" dates are NOT scheduled ship dates.
10/15/16Projected Delivery By:
QTY TYPE
SPAN LUMBER
TOP BOT
OVRHG / CANT
LEFT RIGHT
PITCH
TOP BOT TRUSS ID TOTALPRICEPRICEUNITPROFILE
ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL
40.0,10.0,0.0,10.0INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.)
PLY
O/ABASE
SPAN
SHIPPING WIDTH
UNIT
WEIGHT
LAYOUT BY:JFG 09/16/16ON:
T1GE 8.00 0.00 23-10-00 2 X 4 2 X 4
GABLE
1 23-10-00 08-05-13 114
T2 8.00 0.00 19-01-00 01-04-002 X 4 2 X 4
COMMON
1 19-01-00 07-05-03 83
T2GE 8.00 0.00 19-01-00 2 X 4 2 X 4
GABLE
1 19-01-00 07-05-03 89
T4 8.00 0.00 07-07-00 2 X 4 2 X 4
COMMON 7 07-07-00 06-02-01 43
T5 8.00 0.00 14-03-08 00-11-00 00-11-002 X 4 2 X 4
COMMON
3 14-03-08 05-03-11 56
T5B 8.00 0.00 12-05-08
00-11-00 00-11-00
2 X 4 2 X 4
COMMON
1 12-05-08 05-03-11 55
T5C 8.00 0.00 12-05-08 2 X 4 2 X 4
COMMON
1 12-05-08 05-03-11 52
T5GE 8.00 0.00 14-03-08 2 X 4 2 X 4
GABLE
1 14-03-08 05-03-11 55
TP1 8.00 0.00 04-00-06 2 X 4 2 X 4
PIGGYBACK
13 04-00-06 01-10-05 13
ROOF SUB-TOTAL:
QTY NOTES PRICEUNIT TOTALPRICE
ITEMS
CATEGORYITEM
1 HGUS26-2 Hanger
15 HUS26 Hanger
5 LUS26 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
ALL DIMENSIONS SHOWN ARE FEET - INCHES - SIXTEENTHSALL DIMENSIONS SHOWN ARE FACE OF FRAME TO FACE OF TRUSSPLAN HAS BEEN ALTERED IN ATTEMPT TO MEET CURRENT CODEREQUIREMENTS AND TO ALIGN LOAD PATHSFB-1 AND FB-2 FLOOR BEAMS ABOVE BY OTHERSTRUSS DESIGNS BASED ON THE FOLLOWING:ALL EXTERIOR WALLS AND GARAGE WALLS 2x6 FRAMINGFIRST FLOOR WALL HEIGHT 8' 1 1/8" - EXCEPT WHERE NOTEDSECOND FLOOR FRAMING 2x10 WITH 3/4" SUB-FLOORSECOND FLOOR WALL HEIGHT 8' 1 1/8"ROOF PITCH 8/12 WITH INTERIOR CEILING 6.11/12CANTILEVER SOFFIT FRONT AND REAR 16" FROM FRAMECANTILEVER SOFFIT LEFT AND RIGHT 11" FROM FRAMEFB-1FB-2DROPPEDBEAMDROPPEDBEAMDROPPED BEAMTHIS WALL SECTION+1' 8" = 9' 9 1/8"HGUS26-21-04-0032-00-00 4-00-005-00-003-00-008-08-0013-10-00 7-02-00 12-00-00 22-00-0021-08-00 19-00-001-06-0023-06-0014-06-0015-06-0011-06-0012-05-0812-05-0812-06-0012-06-003-00-003-06-0011-06-007-06-0015-06-00This non-structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the structural integrity of thestructure below the trusses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specificrequirements 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 individualshop 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 notlimited to bearing locations and requirements,plytoplynailing,lateralwebbracing,andtruss spacing. Truss Engineering Corporation strictly adheres to the 'Standard Responsibilities in the Design of Metal PlateConnected Wood Trusses' as defined by TPI Chapter 2(available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation'sINTERPRETATIONof plans and drawings as supplied to us. The building owner/owner's agent is solely responsible for verifying all dimensions, geometry, loadsand load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner/owner's agent is responsible forcoordinating all construction details between trades. Truss Engineering Corporation isNOTresponsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporationmay be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such.Order Number: 35121Drawn By:MAQuote Number: Q1609176Job Name:Jobsite:9/23/2016LOT 13 RIDGEVIEW ESTATESJohn GoodrichRIDGEVIEW DEVELOPMENT LLCPEACHTREE DESIGN GROUPNORTHAMPTON
ALL DIMENSIONS SHOWN ARE FEET - INCHES - SIXTEENTHSALL DIMENSIONS SHOWN ARE FACE OF FRAME TO FACE OF TRUSSPLAN HAS BEEN ALTERED IN ATTEMPT TO MEET CURRENT CODEREQUIREMENTS AND TO ALIGN LOAD PATHSFB-1 AND FB-2 FLOOR BEAMS ABOVE BY OTHERSTRUSS DESIGNS BASED ON THE FOLLOWING:ALL EXTERIOR WALLS AND GARAGE WALLS 2x6 FRAMINGFIRST FLOOR WALL HEIGHT 8' 1 1/8"SECOND FLOOR FRAMING 2x10 WITH 3/4" SUB-FLOORSECOND FLOOR WALL HEIGHT 8' 1 1/8"ROOF PITCH 8/12 WITH INTERIOR CEILING 6.11/12CANTILEVER SOFFIT FRONT AND REAR 16" FROM FRAMECANTILEVER SOFFIT LEFT AND RIGHT 11" FROM FRAME11-06-0012-05-0819-05-088-06-0812-06-0812-05-0813-00-00This non-structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the structural integrity of thestructure below the trusses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specificrequirements 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 individualshop 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 notlimited to bearing locations and requirements,plytoplynailing,lateralwebbracing,andtruss spacing. Truss Engineering Corporation strictly adheres to the 'Standard Responsibilities in the Design of Metal PlateConnected Wood Trusses' as defined by TPI Chapter 2(available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation'sINTERPRETATIONof plans and drawings as supplied to us. The building owner/owner's agent is solely responsible for verifying all dimensions, geometry, loadsand load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner/owner's agent is responsible forcoordinating all construction details between trades. Truss Engineering Corporation isNOTresponsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporationmay be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such.Order Number: 35121Drawn By:MAQuote Number: Q1609176Job Name:Jobsite:9/23/2016LOT 13 RIDGEVIEW ESTATESJohn GoodrichRIDGEVIEW DEVELOPMENT LLCPEACHTREE DESIGN GROUPNORTHAMPTON
ALL DIMENSIONS SHOWN ARE FEET - INCHES - SIXTEENTHSALL DIMENSIONS SHOWN ARE FACE OF FRAME TO FACE OF TRUSSPLAN HAS BEEN ALTERED IN ATTEMPT TO MEET CURRENT CODEREQUIREMENTS AND TO ALIGN LOAD PATHSFB-1 AND FB-2 FLOOR BEAMS ABOVE BY OTHERSTRUSS DESIGNS BASED ON THE FOLLOWING:ALL EXTERIOR WALLS AND GARAGE WALLS 2x6 FRAMINGFIRST FLOOR WALL HEIGHT 8' 1 1/8"SECOND FLOOR FRAMING 2x10 WITH 3/4" SUB-FLOORSECOND FLOOR WALL HEIGHT 8' 1 1/8"ROOF PITCH 8/12 WITH INTERIOR CEILING 6.11/12CANTILEVER SOFFIT FRONT AND REAR 16" FROM FRAMECANTILEVER SOFFIT LEFT AND RIGHT 11" FROM FRAME2x4 LEDGERM3GES3GET2T2GES2S2GES4GET1GET1G1HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HUS26HGUS26-2S1B(5)S3(5)S4(7)M2(6)M1(5)TP1(6)TP1(7)S1(5)1-04-0032-00-00 4-00-005-00-003-00-008-08-0013-10-00 7-02-00 12-00-00 22-00-0021-08-00 19-00-001-06-0023-06-0014-06-0015-06-0012-06-001-04-082-00-002-00-002-00-002-00-002-00-001-10-082-00-001-04-001-04-001-04-001-04-001-04-001-04-002-00-002-00-001-11-0016-00-002-00-002-00-002-00-002-00-001-10-081-04-081-10-082-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-00S5GEG5T5GET5BT5CLUS26LUS26LUS26LUS26LUS26S5(3)S5B(3)T5(3)T4(7)2-00-002-00-002-00-002-00-002-00-002-00-001-07-082-00-002-00-002-00-002-00-001-10-084-00-002-00-002-00-002-00-002-00-002-00-002-00-00This non-structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or implied by TEC for the structural integrity of thestructure below the trusses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specificrequirements 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 individualshop 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 notlimited to bearing locations and requirements,plytoplynailing,lateralwebbracing,andtruss spacing. Truss Engineering Corporation strictly adheres to the 'Standard Responsibilities in the Design of Metal PlateConnected Wood Trusses' as defined by TPI Chapter 2(available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation'sINTERPRETATIONof plans and drawings as supplied to us. The building owner/owner's agent is solely responsible for verifying all dimensions, geometry, loadsand load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. The building owner/owner's agent is responsible forcoordinating all construction details between trades. Truss Engineering Corporation isNOTresponsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporationmay be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such.The following information is approximate and NOT guaranteed:Roof Sheathing Area: 3180.52 / Roof Shingles: 34 / Ridge Lines: 103.24 / HipLines: 0Valley Lines: 81.95 / Horizontal Overhang Lines: 130.23 / Raked Overhang Lines: 276.13Order Number: 35121Drawn By:MAQuote Number: Q1609176Job Name:Jobsite:9/23/2016LOT 13 RIDGEVIEW ESTATESJohn GoodrichRIDGEVIEW DEVELOPMENT LLCPEACHTREE DESIGN GROUPNORTHAMPTON
Job
35121
Truss
G1
Truss Type
Common Girder
Qty
1
Ply
2
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:28:21 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-epBu0J62X6LHAagpl6mHw08lJ?XXv8ja7Qsc6qyalJ8
Scale = 1:52.3
T1 T1
B1
W5
W4 W3W4W3
W1
W2
W1
W2
B2
0-5-8(0-3-15)
5020#/-1247#
0-5-8(0-4-10)
5890#/-724#
1
2
3
4
5
11 10 9 8 7 6
3x6
5x5
3x6
4x6
8x9
4x9
3x8
4x9
3x8 6x10 M18SHS 6x10 M18SHS
HGUS26-2 HUS26
HUS26
HUS26 HUS26
HUS26
HUS26 HUS26
HUS26
HUS26
HUS26
5-3-5
5-3-5
11-0-0
5-8-11
16-8-11
5-8-11
22-0-0
5-3-5
5-3-5
5-3-5
11-0-0
5-8-11
16-8-11
5-8-11
22-0-0
5-3-5
1-1-138-5-131-1-138.00 12
Plate Offsets (X,Y)-- [2:0-3-14,0-1-12], [3:0-2-12,0-2-8], [4:0-3-14,0-1-12], [6:0-5-0,0-4-0], [7:0-4-12,0-1-8], [9:0-4-8,0-4-12], [10:0-4-12,0-1-8], [11:0-5-0,0-4-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15NOIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.700.660.95
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.13-0.230.06
(loc)7-97-96
l/defl>999>999n/a
L/d240180n/a
PLATESMT20M18SHS
Weight: 238 lb FT = 10%
GRIP197/144197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF 1650F 1.5EWEBS2x4 SPF Stud *Except* W1: 2x6 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS
1 Row at midpt 4-6
REACTIONS.(lb/size)
11 =5020/0-5-8
6 =5820/0-5-8Max Horz11 =-186(LC 8)Max Uplift11 =-1247(LC 10)6 =-724(LC 11)Max Grav11 =5020(LC 1)6 =5890(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-1500/466, 2-3=-4544/978, 3-4=-4544/978, 4-5=-1610/283, 1-11=-978/337, 5-6=-1053/234BOT CHORD10-11=-1164/4875, 9-10=-1164/4875, 7-9=-691/5166, 6-7=-691/5166WEBS3-9=-935/4432, 4-9=-2032/141, 4-7=0/2518, 2-9=-1554/664,
2-10=-612/1939, 2-11=-4876/1075, 4-6=-5175/723
NOTES-(19)
1) 2-ply truss to be connected together with 10d (0.120"x3") nails as follows:
Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 3 rows staggered at0-2-0 oc.Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc.Webs connected as follows: 2x4 - 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) This truss has been checked for uniform roof live load only, except as noted.4) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber
DOL=1.60 plate grip DOL=1.60
5) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.16) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
8) All plates are MT20 plates unless otherwise indicated.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 11=1247, 6=724.12) 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) Use Simpson Strong-Tie HGUS26-2 (20-10d Girder, 6-10d Truss) or equivalent at
1-6-12 from the left end to connect truss(es) S3GE (1 ply 2x4 SPF) to front face of
bottom chord. 15) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) orequivalent spaced at 2-0-0 oc max. starting at 3-5-4 from the left end to 11-5-4 toconnect truss(es) S3 (1 ply 2x4 SPF) to front face of bottom chord.
Continued on page 2
Job
35121
Truss
G1
Truss Type
Common Girder
Qty
1
Ply
2
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:28:21 2016 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-epBu0J62X6LHAagpl6mHw08lJ?XXv8ja7Qsc6qyalJ8
NOTES-(19)
16) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or
equivalent spaced at 2-0-0 oc max. starting at 13-5-4 from the left end to 21-5-4 to connecttruss(es) M1 (1 ply 2x4 SPF) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber.18) WARNING: The following hangers are manually applied but fail due to geometricconsiderations: HGUS26-2 on front face at 1-6-12 from the left end.19) All Plates 20 Gauge Unless Noted
Job
35121
Truss
G5
Truss Type
Common Girder
Qty
1
Ply
2
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:29:00 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-?J2eCeaVL5GlLa9JXozQ?FFXyjubYwZJ5_pAz4yalIX
Scale: 3/8"=1'
T1 T1
B1
W4
W3W3
W1
W2
W1
W2
0-5-8(0-1-8)
1639#/-336#
0-5-8(0-1-8)
1586#/-325#
1
2
3
4
5
8 7 6
2x4
4x4
2x4
3x8
4x4 4x4
4x6
4x6
LUS26 LUS26
LUS26
LUS26 LUS26
6-2-12
6-2-12
12-5-8
6-2-12
2-8-2
2-8-2
6-2-12
3-6-10
9-9-6
3-6-10
12-5-8
2-8-2
1-1-135-3-111-1-138.00 12
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLLBCDL
35.0
30.8/40.0
10.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15NOIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.150.470.30
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.03-0.070.01
(loc)7-87-86
l/defl>999>999n/a
L/d240180n/a
PLATESMT20
Weight: 127 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x6 SPF No.2
WEBS 2x4 SPF Stud *Except* W1: 2x6 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
8 =1510/0-5-8
6 =1461/0-5-8
Max Horz
8 =104(LC 18)
Max Uplift8 =-336(LC 10)6 =-325(LC 11)Max Grav8 =1639(LC 2)6 =1586(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
2-3=-1623/368, 3-4=-1623/368
TOP CHORD
2-3=-1623/368, 3-4=-1623/368BOT CHORD7-8=-289/1171, 6-7=-247/1171WEBS3-7=-301/1401, 2-8=-1703/359, 4-6=-1703/360
NOTES-(15)1) 2-ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at
0-9-0 oc.
Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc.
Webs connected as follows: 2x4 - 1 row at 0-9-0 oc.
2) All loads are considered equally applied to all plies, except if noted as front (F) or
back (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) This truss has been checked for uniform roof live load only, except as noted.4) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; LumberDOL=1.60 plate grip DOL=1.605) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
6) Unbalanced snow loads have been considered for this design.
7) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 8=336, 6=325.
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) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) orequivalent spaced at 2-0-0 oc max. starting at 2-0-4 from the left end to 10-0-4 toconnect truss(es) T4 (1 ply 2x4 SPF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber.15) All Plates 20 Gauge Unless Noted
Job
35121
Truss
M1
Truss Type
Jack-Closed
Qty
5
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:25:28 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-cyiY8BSN4s_d0lkgDDaVVNNyt4omOjEDWvOTB0yamE5
Scale = 1:67.3
W1
T1
W6
B1
W2 W3
W4
W5
T2
935#/-16#1047#/-312#
1
2
3
4
5
8 7 6
3x6
3x6
3x4
3x4
5x5
4x4
3x4
3x4
8-3-6
8-3-6
17-3-8
9-0-2
5-7-13
5-7-13
11-3-8
5-7-10
17-3-8
6-0-0
1-7-313-1-88.00 12
Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [6:0-2-8,0-2-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.740.730.92
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.29-0.540.02
(loc)6-76-76
l/defl>701>381n/a
L/d240180n/a
PLATESMT20
Weight: 95 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W6,W4,W5: 2x4 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 9-10-12 oc bracing.WEBS
1 Row at midpt 5-6, 4-6
REACTIONS.(lb/size)
8 =864/Mechanical
6 =864/MechanicalMax Horz8 =428(LC 11)Max Uplift8 =-16(LC 11)6 =-312(LC 11)Max Grav8 =935(LC 2)6 =1047(LC 15)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-8=-301/157, 1-2=-266/136, 2-4=-847/30, 5-6=-312/130BOT CHORD7-8=-343/734, 6-7=-183/447WEBS2-8=-835/0, 2-7=-299/267, 4-7=-141/560, 4-6=-791/328
NOTES-(12)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12,
Interior(1) 3-1-12 to 12-10-13, Exterior(2) 12-10-13 to 17-1-12 zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 16 lb uplift at joint 8 and 312 lb uplift at joint 6.
10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
Job
35121
Truss
M2
Truss Type
Monopitch
Qty
6
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 09:52:14 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-pAAqXSBIG?e8?qtgdJeTtYasrw2ZDmIxMVGyUwyaoTl
Scale = 1:26.4
T1 W3
B1
W2W1
0-3-0(0-1-8)
445#/-48#
0-1-8(0-1-8)
247#/-146#
1
2
3
5
42.5x4
1.5x4
3x4
1x4 4x4
1-4-0
1-4-0
1-5-8
0-1-8
6-4-0
4-10-8
6-4-0
6-4-0
0-6-84-9-34-5-110-3-84-9-38.00 12
Plate Offsets (X,Y)-- [2:0-1-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.370.160.08
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.02-0.04-0.00
(loc)4-54-54
l/defl>999>999n/a
L/d240180n/a
PLATESMT20
Weight: 27 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
5 =411/0-3-0
4 =217/0-1-8
Max Horz
5 =194(LC 11)
Max Uplift5 =-48(LC 11)4 =-146(LC 12)Max Grav5 =445(LC 2)4 =247(LC 16)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS
2-5=-346/120
WEBS2-5=-346/120
NOTES-(13)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 Plate
DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) 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.
9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4.
10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 48 lb uplift at joint 5 and 146 lb uplift at joint 4.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
13) All Plates 20 Gauge Unless Noted
Job
35121
Truss
M3GE
Truss Type
Monopitch Supported Gable
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:25:00 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-18YvqahzsM0oYhpBTOg8GdJYDz3lJSP_vegTY_yalMH
Scale = 1:22.5
T1 W1
B1
ST2
ST11
2
3
4
7
6 5
2.5x4
1.5x4
1.5x4 1x4
1x4
1x4
1x4
4-0-0
5-4-0
5-4-0
5-4-0
5-4-0
0-6-84-1-38.00 12
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLLBCDL
35.0
30.8/40.0
10.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.110.130.03
DEFL.Vert(LL)Vert(TL)Horz(TL)
inn/an/a-0.00
(loc)- - 5
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 21 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2OTHERS2x4 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.(lb/size)
5 =82/4-0-0
6 =174/4-0-0
7 =271/4-0-0
Max Horz
7 =164(LC 11)Max Uplift5 =-25(LC 11)6 =-191(LC 12)Max Grav5 =95(LC 15)6 =190(LC 15)7 =293(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(14)
1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) automatic zone and C-C Corner(3) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see Standard Industry Gable End Details as applicable, or
consult qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) Gable studs spaced at 2-0-0 oc.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=191.11) 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
Job
35121
Truss
S1
Truss Type
Piggyback Base
Qty
5
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:13:32 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-AnzpRKMPuzLQ0zDyAvKoOYpqSe6x66Ejic03PsyalX1
Scale = 1:75.0
T2
T3
T2
B1
B3
B4
B5
B6
W1 W2
W3
W4
W5
W6
W7 W8
W9
W10 W11
W12 W13 W14
T1 T1B2
0-5-8(0-2-5)1474#/-271#0-5-8(0-3-7)2182#/-179#0-3-0(0-1-8)240#/-173#
1 2
3 4
5
6 7
8
9
10
11
1213
22
21
2019
18
17
16
15 14
3x6
5x5 5x5
3x6
3x6
5x6
4x6
5x9
4x6
3x4
5x8 M18SHS
3x6
4x6
5x6
3x4
3x4
3x4
3x4
3x6
4x4
3x4
1.5x4
1-4-0
1-4-0
1-9-8
0-5-8
7-6-8
5-9-0
13-0-6
5-5-14
19-4-0
6-3-10
24-7-8
5-3-8
33-10-8
9-3-0
34-1-4
0-2-12
42-2-8
8-1-4
42-4-0
0-1-8
43-8-0
1-4-0
1-9-8
1-9-8
6-10-12
5-1-4
13-0-6
6-1-10
19-0-8
6-0-2
24-7-8
5-7-0
30-2-14
5-7-6
33-10-8
3-7-10
38-3-12
4-5-5
42-2-8
3-10-12
43-8-0
1-5-8
0-6-813-2-130-6-88-11-31-6-513-2-138.00 12
6.11 12
Plate Offsets (X,Y)-- [2:0-2-4,0-1-12], [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [7:0-3-0,0-2-0], [9:0-2-0,0-1-4], [16:0-3-8,0-2-4], [18:0-3-4,0-3-8], [21:0-3-0,0-2-4]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
1-4-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.650.760.72
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.38-0.640.52
(loc)1918-1915
l/defl>999>600n/a
L/d240180n/a
PLATESMT20M18SHS
Weight: 196 lb FT = 10%
GRIP197/144197/144
LUMBER-
TOP CHORD 2x4 SPF 1650F 1.5E
BOT CHORD 2x4 SPF 1650F 1.5E *Except* B5,B6: 2x4 SPF No.2WEBS2x4 SPF No.2 *Except* W1,W14: 2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 2-10-14 oc purlins, except 2-0-0 oc purlins (4-2-0 max.): 6-7.BOT CHORD
Rigid ceiling directly applied or 2-11-12 oc bracing.
WEBS
1 Row at midpt 8-16
REACTIONS.(lb/size)22 =1166/0-5-815 =1604/0-5-814 =188/0-3-0Max Horz22 =223(LC 10)Max Uplift22 =-271(LC 11)15 =-179(LC 11)
14 =-173(LC 12)
Max Uplift22 =-271(LC 11)15 =-179(LC 11)14 =-173(LC 12)Max Grav22 =1474(LC 23)15 =2182(LC 23)14 =240(LC 27)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-3387/557, 3-5=-4068/637, 5-6=-3085/492, 6-7=-2509/455,
7-8=-1552/306, 8-9=-23/557, 9-11=-30/490
BOT CHORD21-22=-232/268, 19-21=-694/3115, 18-19=-670/3676, 17-18=-144/1317, 16-17=-35/601, 15-16=-1976/218, 9-16=-321/103WEBS2-22=-1351/303, 2-21=-419/2946, 3-21=-691/148, 3-19=0/514, 5-18=-851/292, 6-18=-135/1307, 7-18=-324/1681, 7-17=-561/158,8-17=-105/720, 8-16=-2047/193, 11-15=-270/110, 11-14=-13/279
NOTES-(14)
1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 4-4-6,
Interior(1) 4-4-6 to 12-10-6, Exterior(2) 12-10-6 to 30-9-10, Interior(1) 30-9-10 to 39-3-10
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) Provide adequate drainage to prevent water ponding.7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 22=271, 15=179, 14=173.11) 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.
Continued on page 2
Job
35121
Truss
S1
Truss Type
Piggyback Base
Qty
5
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:13:32 2016 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-AnzpRKMPuzLQ0zDyAvKoOYpqSe6x66Ejic03PsyalX1
NOTES-(14)
12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlinalong the top and/or bottom chord.14) All Plates 20 Gauge Unless Noted
Job
35121
Truss
S1B
Truss Type
ROOF SPECIAL
Qty
5
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:13:44 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-p5iLyRVx3fsjSp7GtQXct4JusTGtwXlUSTwipAyalWr
Scale = 1:85.6
T2
T3
B1
B3
B4
W1
W2
W3
W4
W5
W6
W7 W8 W10W9
T1
0-5-8(0-2-5)1462#/-175#0-5-8(0-1-15)1249#/-356#
1 2
3
4
5
6
7
8
14
13
1211
10 9
3x6
5x6
2.5x4
3x4
5x5
4x6
5x8
3x8
4x6
3x4
3x4
3x4
1.5x4
3x4
1-4-0
1-4-0
1-9-8
0-5-8
6-10-13
5-1-5
13-0-7
6-1-10
19-3-14
6-3-7
24-9-8
5-5-10
1-9-8
1-9-8
6-10-13
5-1-5
13-0-7
6-1-10
19-3-14
6-3-7
21-10-0
2-6-2
24-9-8
2-11-8
0-6-815-1-34-2-68-11-28.00 12
6.11 12
Plate Offsets (X,Y)-- [1:0-0-0,0-0-10], [2:0-3-0,0-1-8], [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [7:0-3-12,0-2-4], [10:0-2-12,0-2-4], [13:0-2-12,0-1-12], [14:0-2-0,0-2-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.620.500.82
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.20-0.390.19
(loc)11-1311-139
l/defl>999>710n/a
L/d240180n/a
PLATESMT20
Weight: 114 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2 *Except* B3,B2: 2x4 SPF 1650F 1.5EWEBS2x4 SPF No.2 *Except* W1: 2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 2-9-1 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.(lb/size)
14 =1350/0-5-8
9 =1154/0-5-8
Max Horz14 =500(LC 10)Max Uplift14 =-175(LC 11)9 =-356(LC 12)Max Grav14 =1462(LC 2)9 =1249(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD2-3=-2897/696, 3-5=-2971/733, 5-6=-1732/443, 6-7=-1669/586BOT CHORD13-14=-539/0, 11-13=-1067/2616, 10-11=-942/2665, 9-10=-157/520WEBS2-14=-1335/424, 2-13=-541/2466, 3-13=-527/201, 5-11=0/254, 5-10=-1047/400, 6-10=-438/235, 7-10=-656/1915, 7-9=-1163/357
NOTES-(11)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,
Interior(1) 3-0-0 to 18-10-0, Exterior(2) 18-10-0 to 21-10-0 zone; cantilever left and rightexposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 14=175, 9=356.
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
Job
35121
Truss
S2
Truss Type
Piggyback Base
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:19:02 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-VGvZhALPAMwbcgROVCFBm8UAnfhkRKxIayyX_kyalRt
Scale = 1:76.1
T2
T3
T4
B1
B2
B3
B4
B5W1W2W3
W4 W5
W6
W7
W10
W9
W8
W11
W13
W12
T1
0-5-8(0-3-4)2084#/-357#0-3-0(0-1-8)509#/-165#0-5-8(0-4-4)2711#/-461#
1 2
3
4
5
6
7 8 9
10
1112
20 19
18
17
16
15 14 13
3x6
5x8 M18SHS
3x6
2.5x4
4x6
2x4
3x4 3x8 M18SHS
1.5x4
3x4
4x4
5x8 M18SHS
3x6
3x4
5x6
12x12
3x6
5x6
4x9
1-4-0
1-4-0
1-5-8
0-1-8
9-6-12
8-1-4
9-9-8
0-2-12
19-0-8
9-3-0
22-10-0
3-9-8
24-7-8
1-9-8
31-7-15
7-0-7
38-4-0
6-8-1
1-5-8
1-5-8
5-4-4
3-10-12
9-9-8
4-5-5
13-5-2
3-7-10
19-0-8
5-7-6
22-10-0
3-9-8
24-7-8
1-9-8
31-7-15
7-0-7
38-4-0
6-8-1
39-8-0
1-4-0
0-6-813-2-134-1-38-2-01-6-513-2-138.00 12
6.11 12
Plate Offsets (X,Y)-- [1:Edge,0-0-10], [7:0-3-12,0-2-0], [9:0-4-4,Edge], [11:0-3-0,0-1-12], [14:0-3-0,0-1-12], [16:0-3-15,0-6-0], [18:0-3-8,0-2-8], [19:Edge,0-2-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.860.910.85
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.29-0.600.27
(loc)14-1514-1513
l/defl>999>569n/a
L/d240180n/a
PLATESMT20M18SHS
Weight: 214 lb FT = 10%
GRIP197/144197/144
LUMBER-
TOP CHORD 2x4 SPF 1650F 1.5E *Except*
T4: 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF No.2 *Except* B2: 2x4 SPF StudWEBS2x4 SPF No.2 *Except* W1,W7,W9,W11,W12: 2x4 SPF StudWEDGELeft: 2x4 SPF StudBRACING-TOP CHORD
Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (4-0-4 max.): 7-9.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 18-19.WEBS1 Row at midpt 6-18, 10-14
REACTIONS.(lb/size)13 =1543/0-5-820 =470/0-3-019 =1988/0-5-8Max Horz
20 =357(LC 10)
Max Horz20 =357(LC 10)Max Uplift13 =-357(LC 12)20 =-165(LC 9)19 =-461(LC 10)Max Grav13 =2084(LC 24)20 =509(LC 2)
19 =2711(LC 24)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
3-5=-228/344, 5-6=-132/373, 6-7=-2196/443, 7-8=-2525/499, 8-9=-2520/497, 9-10=-3006/479, 10-11=-1716/342, 11-13=-2032/413BOT CHORD18-19=-2422/368, 5-18=-504/144, 17-18=-188/1085, 16-17=-196/1819, 8-16=-403/194WEBS3-20=-203/289, 3-19=-349/201, 6-18=-2549/379, 6-17=-9/796, 7-17=-533/96, 7-16=-128/1396, 14-16=-202/1730, 9-16=-139/907,
10-16=-140/970, 10-14=-1736/312, 11-14=-158/1418
WEBS3-20=-203/289, 3-19=-349/201, 6-18=-2549/379, 6-17=-9/796, 7-17=-533/96, 7-16=-128/1396, 14-16=-202/1730, 9-16=-139/907,10-16=-140/970, 10-14=-1736/312, 11-14=-158/1418
NOTES-(15)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-10-0,
Interior(1) 3-10-0 to 13-7-7, Exterior(2) 13-7-7 to 30-0-9, Interior(1) 30-0-9 to 35-10-0
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-04) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) Provide adequate drainage to prevent water ponding.8) All plates are MT20 plates unless otherwise indicated.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.Continued on page 2
Job
35121
Truss
S2
Truss Type
Piggyback Base
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:19:03 2016 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-zTTxvWM1xg2SDq0a3wmQIL1LX31zAnBRpch4WAyalRs
NOTES-(15)
10) * 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 anyother members, with BCDL = 10.0psf.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 13=357, 20=165, 19=461.12) 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) Graphical purlin representation does not depict the size or the orientation of the purlin
along the top and/or bottom chord.
15) All Plates 20 Gauge Unless Noted
Job
35121
Truss
S2GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:24:42 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-YhS52QTg5qlMOwRkQcLwYqZH_jkH566LmrJWw1yalMZ
Scale = 1:76.1
T2
T3
T4
B1
B2
B3
B4
B5W1
W2 W3
W4 W5
W6
W7
W10
W9
W8
W11
W13
W12
T1
ST11
ST10
ST9
ST7
ST8ST6
ST5
ST4ST3
ST2ST1
ST12 ST13
ST14
ST15
ST16
ST17
ST18
ST19
0-5-8(0-3-4)2084#/-357#0-3-0(0-1-8)509#/-165#0-5-8(0-4-4)2711#/-461#
1 2
3
4
5
6
7 8 9
10
1112
20 19
18
17
16
15 14 13
3x6
5x8 M18SHS
3x6
2.5x4
4x6
2x4
3x4 3x8 M18SHS
3x4
4x4
5x8 M18SHS
3x6
3x4
5x6
12x12
3x6
5x6
4x9
1-4-0
1-4-0
1-5-8
0-1-8
9-6-12
8-1-4
9-9-8
0-2-12
19-0-8
9-3-0
22-10-0
3-9-8
24-7-8
1-9-8
31-7-15
7-0-7
38-4-0
6-8-1
1-5-8
1-5-8
5-4-4
3-10-12
9-9-8
4-5-5
13-5-2
3-7-10
19-0-8
5-7-6
22-10-0
3-9-8
24-7-8
1-9-8
31-7-15
7-0-7
38-4-0
6-8-1
39-8-0
1-4-0
0-6-813-2-134-1-38-2-01-6-513-2-138.00 12
6.11 12
Plate Offsets (X,Y)-- [1:Edge,0-0-10], [7:0-3-12,0-2-0], [9:0-4-4,Edge], [11:0-3-0,0-1-12], [14:0-3-0,0-1-12], [16:0-3-15,0-6-0], [18:0-3-8,0-2-8], [19:Edge,0-2-12], [22:0-2-0,0-0-5], [27:0-1-15,0-0-12], [46:0-1-8,0-0-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.860.910.85
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.29-0.600.27
(loc)14-1514-1513
l/defl>999>569n/a
L/d240180n/a
PLATESMT20M18SHS
Weight: 291 lb FT = 10%
GRIP197/144197/144
LUMBER-
TOP CHORD 2x4 SPF 1650F 1.5E *Except*
T4: 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF No.2 *Except* B2: 2x4 SPF StudWEBS2x4 SPF No.2 *Except* W1,W7,W9,W11,W12: 2x4 SPF StudOTHERS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and
2-0-0 oc purlins (4-0-4 max.): 7-9.
BOT CHORD
Rigid ceiling directly applied or 10-0-0 oc bracing, Except:
2-2-0 oc bracing: 18-19.
WEBS1 Row at midpt 6-18, 10-14
REACTIONS.(lb/size)13 =1543/0-5-820 =470/0-3-019 =1988/0-5-8Max Horz20 =357(LC 10)
Max Uplift
13 =-357(LC 12)
Max Uplift20 =-165(LC 9)19 =-461(LC 10)Max Grav13 =2084(LC 24)20 =509(LC 2)19 =2711(LC 24)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
3-5=-228/344, 5-6=-132/373, 6-7=-2196/443, 7-8=-2525/499,
8-9=-2520/497, 9-10=-3006/479, 10-11=-1716/342,
11-13=-2032/413
BOT CHORD18-19=-2422/368, 5-18=-504/144, 17-18=-188/1085, 16-17=-196/1819, 8-16=-403/194WEBS3-20=-203/289, 3-19=-349/201, 6-18=-2549/379, 6-17=-9/796, 7-17=-533/96, 7-16=-128/1396, 14-16=-202/1730, 9-16=-139/907,10-16=-140/970, 10-14=-1736/312, 11-14=-158/1418
NOTES-(18)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-10-0,Interior(1) 3-10-0 to 13-7-7, Exterior(2) 13-7-7 to 30-0-9, Interior(1) 30-0-9 to 35-10-0zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see Standard Industry Gable End Details as applicable, or
consult qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.7) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.8) Provide adequate drainage to prevent water ponding.
9) All plates are MT20 plates unless otherwise indicated.
10) All plates are 1.5x4 MT20 unless otherwise indicated.
11) Gable studs spaced at 2-0-0 oc.
12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.13) * 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.Continued on page 2
Job
35121
Truss
S2GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 13:24:42 2016 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-YhS52QTg5qlMOwRkQcLwYqZH_jkH566LmrJWw1yalMZ
NOTES-(18)
14) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 13=357, 20=165, 19=461.15) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 17) Graphical purlin representation does not depict the size or the orientation of the purlinalong the top and/or bottom chord.18) All Plates 20 Gauge Unless Noted
Job
35121
Truss
S3
Truss Type
Piggyback Base
Qty
5
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:26:23 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-VXXKh?7t7mwp6CRFxG3OEz8I3Fd5ndqJAzDtcKyamDE
Scale = 1:77.1
T1
T3
T4
B1
B3
B4 B5
W3
W4
W5 W6 W8W7 W9 W10
W1
W2
W12
W11
B2
T2
0-5-8(0-1-13)1171#/-323#0-5-8(0-5-0)3194#/-317#
733#/-206#
1
2 3
4
5 6
7
8 9
17 16 15 14 13
12
11
10
3x6
3x6
7x8 5x8 M18SHS
3x6
5x8
5x6
3x4
3x4
4x4
3x4
3x6 5x8
3x6
3x6
6x6 1-8-08-3-5
8-3-5
17-3-8
9-0-3
23-9-8
6-6-0
30-0-8
6-3-0
36-9-0
6-8-8
5-7-13
5-7-13
11-3-7
5-7-10
17-5-8
6-2-1
23-0-8
5-7-0
30-1-8
7-1-0
36-9-0
6-7-8
38-1-0
1-4-0
1-7-313-2-132-5-31-8-03-2-31-5-313-2-138.00 12
6.11 12
Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [6:0-3-8,0-2-4], [11:0-3-0,0-3-0], [12:0-1-9,0-2-12], [13:0-1-12,0-2-0], [14:0-2-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.990.570.79
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.20-0.350.12
(loc)14-1614-1610
l/defl>999>587n/a
L/d240180n/a
PLATESMT20M18SHS
Weight: 208 lb FT = 10%
GRIP197/144197/144
LUMBER-
TOP CHORD 2x4 SPF No.2 *Except*
T3: 2x6 SPF No.2, T4: 2x4 SPF 1650F 1.5EBOT CHORD 2x4 SPF No.2 *Except* B3: 2x6 SPF No.2WEBS2x4 SPF No.2 *Except* W3,W10,W2,W11: 2x4 SPF Stud, W6: 2x4 SPF 1650F 1.5EBRACING-TOP CHORDStructural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins(6-0-0 max.): 5-6.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 6-12
WEBS
1 Row at midpt 4-14, 7-122 Rows at 1/3 pts 5-14
REACTIONS.(lb/size)10 =842/0-5-814 =2410/0-5-817 =575/MechanicalMax Horz17 =308(LC 10)
Max Uplift
10 =-323(LC 12)
Max Uplift14 =-317(LC 10)17 =-206(LC 11)Max Grav10 =1171(LC 24)14 =3194(LC 24)17 =733(LC 26)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-2=-262/140, 2-4=-588/331, 4-5=0/851, 5-6=-100/368,
6-7=-354/347, 7-8=-1685/408, 1-17=-298/159, 8-10=-1162/370
BOT CHORD
16-17=-297/539, 13-14=-507/99, 12-13=-1186/160, 6-12=-558/64,11-12=-228/1408WEBS2-16=-461/238, 4-16=-120/652, 4-14=-1150/303, 5-14=-2066/169,5-13=-149/1342, 7-12=-1709/351, 7-11=-59/962, 2-17=-591/187,8-11=-178/1111
NOTES-(17)1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-14,Interior(1) 3-9-14 to 12-3-2, Exterior(2) 12-3-2 to 28-2-14, Interior(1) 28-2-14 to 34-4-14zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 Plate
DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-0
4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) Provide adequate drainage to prevent water ponding.8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members, with BCDL = 10.0psf.
11) Refer to girder(s) for truss to truss connections.12) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle tograin formula. Building designer should verify capacity of bearing surface.13) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 323 lb uplift at joint 10, 317 lb uplift at joint 14 and 206 lb uplift at joint 17.Continued on page 2
Job
35121
Truss
S3
Truss Type
Piggyback Base
Qty
5
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:26:23 2016 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-VXXKh?7t7mwp6CRFxG3OEz8I3Fd5ndqJAzDtcKyamDE
NOTES-(17)
14) 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 1.15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 16) Graphical purlin representation does not depict the size or the orientation of the purlinalong the top and/or bottom chord.17) All Plates 20 Gauge Unless Noted
Job
35121
Truss
S3GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:26:37 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-5ENddnHfq3gqoMWxmCKgowkhXuOM3zINO8cc6WyamD0
Scale = 1:77.1
T1
T3
T4
B1
B3
B4 B5
W3
W4
W5 W6 W8W7
W9 W10
W1
W2
W12W11
B2
T2
ST15
ST16
ST13
ST14
ST11
ST12
ST9
ST10
ST8ST6
ST7
ST4
ST5ST3ST2ST1
ST17
ST18
ST19
ST20
ST21
ST22 ST23
ST24
ST25
ST26
0-5-8(0-1-13)1171#/-323#0-5-8(0-5-0)3194#/-317#
733#/-206#
1
2 3
4
5 6
7
8 9
17 16 15 14 13
12
11
10
3x6
3x6
7x8 5x8 M18SHS
3x6
5x8
5x6
3x4
3x4
4x4
3x4
3x6 5x8
3x6
3x6
6x6
2x4 2x4
2x4
2x4 2x4 1-8-08-3-5
8-3-5
17-3-8
9-0-3
23-9-8
6-6-0
30-0-8
6-3-0
36-9-0
6-8-8
5-7-13
5-7-13
11-3-7
5-7-10
17-5-8
6-2-1
23-0-8
5-7-0
30-1-8
7-1-0
36-9-0
6-7-8
38-1-0
1-4-0
1-7-313-2-132-5-31-8-03-2-31-5-313-2-138.00 12
6.11 12
Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [6:0-3-8,0-2-4], [11:0-3-0,0-3-0], [12:0-1-9,0-2-12], [13:0-1-12,0-2-0], [14:0-2-12,0-1-8], [57:0-1-9,0-0-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.990.570.79
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.20-0.350.12
(loc)14-1614-1610
l/defl>999>587n/a
L/d240180n/a
PLATESMT20M18SHS
Weight: 322 lb FT = 10%
GRIP197/144197/144
LUMBER-
TOP CHORD 2x4 SPF No.2 *Except*
T3: 2x6 SPF No.2, T4: 2x4 SPF 1650F 1.5EBOT CHORD 2x4 SPF No.2 *Except* B3: 2x6 SPF No.2WEBS2x4 SPF No.2 *Except* W3,W10,W2,W11: 2x4 SPF Stud, W6: 2x4 SPF 1650F 1.5EOTHERS2x4 SPF Stud *Except* ST14,ST17: 2x4 SPF No.2BRACING-TOP CHORD
Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins
(6-0-0 max.): 5-6.
BOT CHORD
Rigid ceiling directly applied or 6-0-0 oc bracing. Except:
1 Row at midpt 6-12WEBS1 Row at midpt 4-14, 7-122 Rows at 1/3 pts 5-14
REACTIONS.(lb/size)10 =842/0-5-814 =2410/0-5-817 =575/Mechanical
Max Horz
17 =308(LC 10)
Max Horz17 =308(LC 10)Max Uplift10 =-323(LC 12)14 =-317(LC 10)17 =-206(LC 11)Max Grav10 =1171(LC 24)14 =3194(LC 24)
17 =733(LC 26)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-2=-262/140, 2-4=-588/331, 4-5=0/851, 5-6=-100/368, 6-7=-354/347, 7-8=-1685/408, 1-17=-298/159, 8-10=-1162/370BOT CHORD16-17=-297/539, 13-14=-507/99, 12-13=-1186/160, 6-12=-558/64,11-12=-228/1408WEBS2-16=-461/238, 4-16=-120/652, 4-14=-1150/303, 5-14=-2066/169,5-13=-149/1342, 7-12=-1709/351, 7-11=-59/962, 2-17=-591/187,8-11=-178/1111
NOTES-(20)
1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-14,
Interior(1) 3-9-14 to 12-3-2, Exterior(2) 12-3-2 to 28-2-14, Interior(1) 28-2-14 to 34-4-14
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.7) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
8) Provide adequate drainage to prevent water ponding.
9) All plates are MT20 plates unless otherwise indicated.
10) All plates are 1.5x4 MT20 unless otherwise indicated.11) Gable studs spaced at 2-0-0 oc.12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.
Continued on page 2
Job
35121
Truss
S3GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:26:37 2016 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-5ENddnHfq3gqoMWxmCKgowkhXuOM3zINO8cc6WyamD0
NOTES-(20)
13) * 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 anyother members, with BCDL = 10.0psf.14) Refer to girder(s) for truss to truss connections.15) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.16) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 323 lb uplift at joint 10, 317 lb uplift at joint 14 and 206 lb uplift at joint 17.17) 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.
18) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
19) Graphical purlin representation does not depict the size or the orientation of the purlin
along the top and/or bottom chord.20) All Plates 20 Gauge Unless Noted
Job
35121
Truss
S4
Truss Type
Roof Special
Qty
7
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:45:09 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-X9Z?00lAxjn2CFXfvlGRsQnpq9vNbtb259_S73yalxe
Scale = 1:68.4
T1
T2
B1
B2 B2
B1
W6
W5
W4
W3
W2
W1
W5
W4
W3W2
W1
T2
0-5-8(0-3-0)1907#/-372#0-5-8(0-3-0)1907#/-372#
1
2
3
4
5
6
7
8
9
10
11
16
15
14
13
123x4
3x8
7x8
3x8
5x8 5x8
3x4
10x12
3x4
3x4
5x8
1.5x4
3x4
3x4
5x8
1.5x4
32-0-0
1-4-0
1-4-0
1-9-8
0-5-8
9-4-8
7-7-0
17-4-0
7-11-8
25-3-8
7-11-8
32-10-8
7-7-0
33-4-0
0-5-8
34-8-0
1-4-0
1-9-8
1-9-8
6-2-3
4-4-11
12-2-5
6-0-1
17-4-0
5-1-11
22-5-11
5-1-11
28-5-13
6-0-1
32-10-8
4-4-11
34-8-0
1-9-8
0-6-812-1-30-6-87-10-158.00 12
6.11 12
Plate Offsets (X,Y)-- [3:0-3-12,0-2-0], [5:0-1-12,0-1-8], [6:0-5-12,0-3-4], [7:0-1-12,0-1-8], [9:0-3-12,0-2-0], [14:0-6-0,0-3-15]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.610.580.85
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.49-0.981.14
(loc)1414-1512
l/defl>767>382n/a
L/d240180n/a
PLATESMT20
Weight: 143 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF 2100F 1.8E
BOT CHORD 2x4 SPF 2100F 1.8E *Except* B1: 2x4 SPF No.2WEBS2x4 SPF No.2 *Except* W6: 2x4 SPF 1650F 1.5EBRACING-TOP CHORDStructural wood sheathing directly applied or 2-11-12 oc purlins.BOT CHORDRigid ceiling directly applied or 9-1-5 oc bracing.
WEBS
1 Row at midpt 9-12, 3-16
REACTIONS.(lb/size)
16 =1761/0-5-812 =1761/0-5-8Max Horz16 =305(LC 10)Max Uplift16 =-372(LC 11)12 =-372(LC 12)Max Grav16 =1907(LC 2)
12 =1907(LC 2)
Max Grav16 =1907(LC 2)12 =1907(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-5=-4540/641, 5-6=-4286/410, 6-7=-4286/410, 7-9=-4540/641BOT CHORD15-16=-741/3338, 14-15=-607/4412, 13-14=-354/4412,
12-13=-456/3338
WEBS
6-14=-295/4200, 7-14=-601/447, 7-13=-459/148, 9-13=0/716,
9-12=-4121/657, 10-12=-365/195, 5-14=-601/368, 5-15=-459/38,
3-15=0/716, 3-16=-4121/657, 2-16=-365/197
NOTES-(11)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-5-10,Interior(1) 3-5-10 to 13-10-6, Exterior(2) 13-10-6 to 17-4-0, Interior(1) 20-9-10 to 31-2-6zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
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) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 16=372, 12=372.9) 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
Job
35121
Truss
S4GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:45:22 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-ffswkTvKtjQCGF09Az?Uu9q1YOLQ8lpz4gde4pyalxR
Scale = 1:70.7
T1
T2
B1
B2 B2
B1
W6
W5
W4
W3
W2
W1
W5
W4
W3W2
W1
T2 ST9ST10
ST7
ST8ST6
ST5ST3
ST4ST2ST1
ST9
ST10
ST7
ST8
ST6 ST5 ST3
ST4
ST2 ST1
0-5-8(0-3-0)1907#/-372#0-5-8(0-3-0)1907#/-372#
1
2
3
4
5
6
7
8
9
10 11
16
15
14
13
123x4
6x6
7x8
6x6
3x4
10x12
3x4
5x8
3x4
5x8
1x4
1x4 1x4
1x4
5x8
1x4
1x4
1x4
1x4
1x4
1x4
5x8
1x4
1x4
5x8
1x4
5x8
1x4
32-0-0
1-4-0
1-4-0
1-9-8
0-5-8
9-4-8
7-7-0
17-4-0
7-11-8
25-3-8
7-11-8
32-10-8
7-7-0
33-4-0
0-5-8
34-8-0
1-4-0
1-9-8
1-9-8
6-2-3
4-4-11
12-2-5
6-0-1
17-4-0
5-1-11
22-5-11
5-1-11
28-5-13
6-0-1
32-10-8
4-4-11
34-8-0
1-9-8
0-6-812-1-30-6-87-10-158.00 12
6.11 12
Plate Offsets (X,Y)-- [3:0-3-12,0-2-0], [4:0-3-0,Edge], [5:0-1-12,0-1-8], [6:0-5-12,0-3-4], [7:0-1-12,0-1-8], [8:0-3-0,Edge], [9:0-3-12,0-2-0], [13:0-4-0,0-1-8], [14:0-6-0,0-3-15], [15:0-4-0,0-1-8], [17:0-2-0,0-0-8], [20:0-2-0,0-0-8], [26:0-2-0,0-0-8], [34:0-2-0,0-0-8], [37:0-2-0,0-0-8],[43:0-2-0,0-0-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)TCDLBCLLBCDL
35.0
30.8/40.010.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress Incr
Code
2-0-01.151.15YES
IRC2009/TPI2007
CSI.TCBCWB
(Matrix)
0.610.580.85
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.49-0.981.14
(loc)1414-1512
l/defl>767>382n/a
L/d240180n/a
PLATESMT20
Weight: 175 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF 2100F 1.8EBOT CHORD 2x4 SPF 2100F 1.8E *Except* B1: 2x4 SPF No.2WEBS2x4 SPF No.2 *Except* W6: 2x4 SPF 1650F 1.5EOTHERS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 2-11-12 oc purlins.
BOT CHORD
Rigid ceiling directly applied or 9-1-5 oc bracing.
WEBS
1 Row at midpt 9-12, 3-16
REACTIONS.(lb/size)16 =1761/0-5-812 =1761/0-5-8Max Horz16 =305(LC 10)Max Uplift16 =-372(LC 11)12 =-372(LC 12)
Max Grav
16 =1907(LC 2)
Max Grav12 =1907(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-5=-4540/641, 5-6=-4286/410, 6-7=-4286/410, 7-9=-4540/641BOT CHORD15-16=-741/3338, 14-15=-607/4412, 13-14=-354/4412,
12-13=-456/3338
WEBS
6-14=-295/4200, 7-14=-601/447, 7-13=-459/148, 9-13=0/716,
9-12=-4121/657, 10-12=-365/195, 5-14=-601/368, 5-15=-459/38,
3-15=0/716, 3-16=-4121/657, 2-16=-365/197
NOTES-(14)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-5-10,Interior(1) 3-5-10 to 13-10-6, Exterior(2) 13-10-6 to 17-4-0, Interior(1) 20-9-10 to 31-2-6zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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.
4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 Plate
DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
5) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) All plates are 1.5x4 MT20 unless otherwise indicated.8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 16=372, 12=372.
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
Job
35121
Truss
S5
Truss Type
Roof Special
Qty
3
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:41:09 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-Z_3HeyrdT_Y6PMAXrLz98prvzP2OMQwkvprmi_yam?O
Scale = 1:31.2
T1 T1
B1
B2 B2
B1
W4
W3
W2
W1
W3
W2
W1
0-5-8(0-1-8)
786#/-185#
0-5-8(0-1-8)
786#/-185#
1
2
3
4
5
6
7
10
9
8
3x4
4x4
3x4
5x5 5x5
5x8
4x4
1x4
4x4
1x4
12-5-8
0-11-0
0-11-0
1-4-8
0-5-8
7-1-12
5-9-4
12-11-0
5-9-4
13-4-8
0-5-8
14-3-8
0-11-0
1-4-8
1-4-8
4-3-2
2-10-10
7-1-12
2-10-10
10-0-6
2-10-10
12-11-0
2-10-10
14-3-8
1-4-8
0-6-85-3-110-6-82-11-48.00 12
6.11 12
Plate Offsets (X,Y)-- [3:0-1-8,0-2-0], [5:0-1-8,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.190.440.49
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.08-0.210.11
(loc)9-109-108
l/defl>999>657n/a
L/d240180n/a
PLATESMT20
Weight: 57 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 5-6-9 oc purlins.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.(lb/size)
10 =726/0-5-8
8 =726/0-5-8
Max Horz
10 =-129(LC 9)
Max Uplift10 =-185(LC 11)8 =-185(LC 12)Max Grav10 =786(LC 2)8 =786(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
3-4=-1106/121, 4-5=-1106/124
TOP CHORD3-4=-1106/121, 4-5=-1106/124BOT CHORD9-10=-232/891, 8-9=-112/891WEBS4-9=-67/903, 5-8=-1181/202, 6-8=-252/133, 3-10=-1181/202, 2-10=-252/135
NOTES-(11)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,
Interior(1) 3-0-0 to 4-1-12, Exterior(2) 4-1-12 to 7-1-12, Interior(1) 10-1-0 to 11-3-8 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.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) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 10=185, 8=185.
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
Job
35121
Truss
S5B
Truss Type
Scissor
Qty
3
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:42:31 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-9m0Hr?q39AtTFzRIfZROT5EwcS0maU7omai5bDyam_6
Scale = 1:31.6
T1 T1
B1 B1
W4
W3W3
W1
W2
W1
W2
0-5-8(0-1-8)
660#/-131#
0-5-8(0-1-8)
660#/-131#
1
2
3
4
5
8
7
6
2x4
4x4
2x4 5x8
4x4 4x4
3x6 3x6
6-2-12
6-2-12
12-5-8
6-2-12
3-4-2
3-4-2
6-2-12
2-10-10
9-1-6
2-10-10
12-5-8
3-4-2
1-1-135-3-111-1-132-11-48.00 12
6.11 12
Plate Offsets (X,Y)-- [2:0-1-4,0-2-0], [4:0-1-4,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.170.490.56
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.09-0.250.14
(loc)7-87-86
l/defl>999>580n/a
L/d240180n/a
PLATESMT20
Weight: 54 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W1: 2x6 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 5-1-9 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
8 =610/0-5-8
6 =610/0-5-8
Max Horz
8 =104(LC 10)Max Uplift8 =-131(LC 11)6 =-131(LC 12)Max Grav8 =660(LC 2)6 =660(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-1258/242, 3-4=-1258/242
TOP CHORD2-3=-1258/242, 3-4=-1258/242BOT CHORD7-8=-307/1082, 6-7=-268/1082WEBS3-7=-182/1081, 2-8=-1350/327, 4-6=-1350/327
NOTES-(12)1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.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 and
any other members.
8) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle tograin formula. Building designer should verify capacity of bearing surface.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=131, 6=131.
10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss.
12) All Plates 20 Gauge Unless Noted
Job
35121
Truss
S5GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:41:21 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-CIop93_9eg2PrC5rYsBzdLLyyE8BAruVghlO7Hyam?C
Scale = 1:31.2
T1 T1
B1
B2 B2
B1
W4
W3
W2
W1
W3
W2
W1
ST1 ST1
0-5-8(0-1-8)
786#/-185#
0-5-8(0-1-8)
786#/-185#
1
2
3
4
5
6
7
10
9
8
3x4
4x4
3x4
5x5 5x5
5x8
4x4
1x4
4x4
1x4
1x4
1x4
1x4
1x4
12-5-8
0-11-0
0-11-0
1-4-8
0-5-8
7-1-12
5-9-4
12-11-0
5-9-4
13-4-8
0-5-8
14-3-8
0-11-0
1-4-8
1-4-8
4-3-2
2-10-10
7-1-12
2-10-10
10-0-6
2-10-10
12-11-0
2-10-10
14-3-8
1-4-8
0-6-85-3-110-6-82-11-48.00 12
6.11 12
Plate Offsets (X,Y)-- [3:0-1-8,0-2-0], [5:0-1-8,0-2-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.190.440.49
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.08-0.210.11
(loc)9-109-108
l/defl>999>657n/a
L/d240180n/a
PLATESMT20
Weight: 59 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF StudOTHERS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 5-6-9 oc purlins.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.(lb/size)
10 =726/0-5-8
8 =726/0-5-8
Max Horz
10 =-129(LC 9)Max Uplift10 =-185(LC 11)8 =-185(LC 12)Max Grav10 =786(LC 2)8 =786(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
3-4=-1106/121, 4-5=-1106/124
TOP CHORD3-4=-1106/121, 4-5=-1106/124BOT CHORD9-10=-232/891, 8-9=-112/891WEBS4-9=-67/903, 5-8=-1181/202, 6-8=-252/133, 3-10=-1181/202, 2-10=-252/135
NOTES-(13)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,
Interior(1) 3-0-0 to 4-1-12, Exterior(2) 4-1-12 to 7-1-12, Interior(1) 10-1-0 to 11-3-8 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.60 plate grip DOL=1.603) 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 1.4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design.
6) This truss has been designed for basic load combinations, which include cases with
reductions for multiple concurrent live loads.
7) Gable studs spaced at 2-0-0 oc.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 10=185, 8=185.
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
Job
35121
Truss
T1
Truss Type
Common
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:27:49 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-_4krkP9psBldRQ0n_KcZj6i2Ewy?welzyL2QdLyamBu
Scale = 1:49.5
T1 T1
B1
W4
W3
W4
W3
W2
W1
W2
W1B2
0-5-8(0-2-1)
1311#/-260#
0-5-8(0-2-1)
1311#/-260#
1 2
3
4
5
6 7
12 11 10 9 83x4
4x6
3x4
3x4 3x4
4x4
3x4
4x4
3x4
1.5x4
3x4
1.5x4
22-0-0
0-11-0
0-11-0
7-11-15
7-0-15
15-10-1
7-10-2
22-11-0
7-0-15
23-10-0
0-11-0
5-11-11
5-11-11
11-11-0
5-11-5
17-10-5
5-11-5
23-10-0
5-11-11
0-6-88-5-130-6-88.00 12
Plate Offsets (X,Y)-- [4:0-3-4,0-1-12]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.740.580.37
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.17-0.300.04
(loc)9-119-118
l/defl>999>864n/a
L/d240180n/a
PLATESMT20
Weight: 106 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W4: 2x4 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 3-5-6 oc purlins.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS
1 Row at midpt 3-12, 5-8
REACTIONS.(lb/size)
12 =1211/0-5-8
8 =1211/0-5-8Max Horz12 =-211(LC 9)Max Uplift12 =-260(LC 11)8 =-260(LC 12)Max Grav12 =1311(LC 2)8 =1311(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-3=-335/149, 3-4=-1351/377, 4-5=-1351/377, 5-6=-335/149BOT CHORD11-12=-206/1123, 9-11=-49/797, 8-9=-147/1123WEBS4-9=-133/479, 5-9=-320/220, 4-11=-133/479, 3-11=-320/220, 3-12=-1232/217, 2-12=-355/251, 5-8=-1232/217, 6-8=-355/250
NOTES-(11)
1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,
Interior(1) 3-0-0 to 8-11-0, Exterior(2) 8-11-0 to 11-11-0, Interior(1) 14-11-0 to 20-10-0zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.
6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.8) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 260 lb uplift at joint 12 and 260 lb uplift at joint 8.
9) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted
Job
35121
Truss
T1GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:28:15 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-D4IgBIT7kA1wYQ?nVn4fmbnfIPx?0Q0owOLoXryamBU
Scale = 1:49.5
T1 T1
B1 B2
ST6
ST5
ST4
ST3
ST2
ST1
ST5
ST4
ST3
ST2
ST11
2
3
4
5
6
7
8
9
10
11
12
13
24 23 22 21 20 19 18 17 16 15 14
3x4
4x4
3x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
5x5
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
22-0-0
0-11-0
0-11-0
23-10-0
22-11-0
11-11-0
11-11-0
23-10-0
11-11-0
0-6-88-5-130-6-88.00 12
Plate Offsets (X,Y)-- [18:0-2-8,0-3-0]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.120.140.25
DEFL.Vert(LL)Vert(TL)Horz(TL)
inn/an/a0.00
(loc)- - 14
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 114 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF StudOTHERS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 10-0-0 oc purlins.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.WEBS
1 Row at midpt 7-19
REACTIONS.All bearings 22-0-0.
(lb) - Max Horz
24=-211(LC 9)Max UpliftAll uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 23=-179(LC 10), 24=-118(LC 9), 15=-170(LC 9), 14=-104(LC 10)Max GravAll reactions 250 lb or less at joint(s) 21, 22, 23, 17, 16, 15 except 19=323(LC 3), 20=301(LC 5), 24=295(LC 15), 18=304(LC6), 14=292(LC 16)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD6-7=-1/309, 7-8=-2/309WEBS7-19=-268/0, 6-20=-255/95, 8-18=-258/95
NOTES-(15)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0,
Exterior(2) 3-0-0 to 8-11-0, Corner(3) 8-11-0 to 11-11-0, Exterior(2) 14-11-0 to 20-10-0
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) 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 1.4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.
7) All plates are 1x4 MT20 unless otherwise indicated.
8) Gable studs spaced at 2-0-0 oc.
9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members, with BCDL = 10.0psf.
11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 23=179, 24=118,
15=170, 14=104.
12) Non Standard bearing condition. Review required.13) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) All Plates 20 Gauge Unless Noted
Job
35121
Truss
T2
Truss Type
Common
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:31:17 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-u5IUOXgHt5y6OOwlA0LK8zKf9mznff7bniRRwIyam8e
Scale = 1:43.5
T1
T2
B1
W3
W4
W3W2
W1 W5
W2
0-5-8(0-1-13)
1147#/-249#
937#/-179#
1
2
3
4
5
6
9 8 73x4
4x4
2.5x4
4x4
3x8
4x4
3x4
1.5x4
3x6
1-4-0
1-4-0
1-6-12
0-2-12
10-4-0
8-9-4
19-1-0
8-9-0
5-4-0
5-4-0
10-4-0
5-0-0
15-4-0
5-0-0
19-1-0
3-9-0
0-6-87-5-31-7-38.00 12
Plate Offsets (X,Y)-- [4:0-2-0,0-2-4]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.460.570.57
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.12-0.300.02
(loc)7-87-87
l/defl>999>685n/a
L/d240180n/a
PLATESMT20
Weight: 83 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W5: 2x4 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.(lb/size)
9 =1059/0-5-8
7 =865/Mechanical
Max Horz
9 =197(LC 10)Max Uplift9 =-249(LC 11)7 =-179(LC 12)Max Grav9 =1147(LC 2)7 =937(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
3-4=-851/230, 4-5=-851/230
TOP CHORD3-4=-851/230, 4-5=-851/230BOT CHORD8-9=-179/705, 7-8=-147/727WEBS4-8=-88/368, 3-9=-1025/266, 5-7=-954/228
NOTES-(12)1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,
Interior(1) 3-0-0 to 7-4-0, Exterior(2) 7-4-0 to 10-4-0, Interior(1) 13-4-0 to 15-11-4 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) Refer to girder(s) for truss to truss connections.
9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 9=249, 7=179.
10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
Job
35121
Truss
T2GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:31:51 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-ueMKX95ctXEHTcWH99yJW8kYpTfUd51bb?gE7Kyam86
Scale = 1:43.2
T1
T2
B1
W1
ST5
ST4
ST3
ST2
ST1
ST4
ST3
ST2 ST1
1
2
3
4
5
6
7
8
9
10
11
21 20 19 18 17 16 15 14 13 12
3x4
4x4
2.5x4
2.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1.5x4
1-4-0
1-4-0
19-1-0
17-9-0
10-4-0
10-4-0
19-1-0
8-9-0
0-6-87-5-31-7-38.00 12
Plate Offsets (X,Y)-- [1:Edge,0-0-10]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.190.140.28
DEFL.Vert(LL)Vert(TL)Horz(TL)
inn/an/a0.00
(loc)- - 12
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 90 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W1: 2x4 SPF No.2OTHERS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.All bearings 17-9-0.
(lb) - Max Horz
21= 197(LC 10)
Max UpliftAll uplift 100 lb or less at joint(s) 18, 19, 16, 15, 14 except 12=-301(LC 10), 20=-133(LC 10), 21=-141(LC 11), 13=-336(LC 9)Max GravAll reactions 250 lb or less at joint(s) 19, 20, 15, 14 except12=355(LC 9), 17=317(LC 3), 18=281(LC 5), 21=387(LC 2), 16=297(LC 6), 13=384(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
WEBS6-17=-266/0, 2-21=-263/135
NOTES-(15)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-0-0 to 3-0-0,Exterior(2) 3-0-0 to 7-4-0, Corner(3) 7-4-0 to 10-4-0, Exterior(2) 13-4-0 to 15-11-4 zone;cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see Standard Industry Gable End Details as applicable, or
consult qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) All plates are 1x4 MT20 unless otherwise indicated.8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with
any other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.11) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 18, 19, 16, 15, 14 except (jt=lb) 12=301, 20=133,
21=141, 13=336.
12) Non Standard bearing condition. Review required.
13) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) All Plates 20 Gauge Unless Noted
Job
35121
Truss
T4
Truss Type
Common
Qty
7
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:37:45 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-Xkk9qCNgVJr2x0aKuVJKtnOy_AUFZFAi?4QzYoyam2a
Scale = 1:37.8
T1
T2
B1
W3
W1
W2
W5
W4
401#/-61#
0-5-8(0-1-8)401#/-116#
1
2
3
6 5 4
3x4
4x4
1.5x4 1.5x4 3x8
3x4
4-9-0
4-9-0
7-7-0
2-10-0
7-8-8
0-1-8
4-9-0
4-9-0
7-7-0
2-10-0
3-0-16-2-14-3-68.00 12
Plate Offsets (X,Y)-- [1:0-1-12,0-1-8], [3:0-1-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.540.150.12
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.02-0.04-0.00
(loc)5-65-64
l/defl>999>999n/a
L/d240180n/a
PLATESMT20
Weight: 44 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W1,W5: 2x4 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
6 =370/Mechanical
4 =370/0-5-8
Max Horz
6 =91(LC 10)Max Uplift6 =-61(LC 11)4 =-116(LC 12)Max Grav6 =401(LC 2)4 =401(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-6=-363/93, 3-4=-388/136
TOP CHORD1-6=-363/93, 3-4=-388/136
NOTES-(12)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 Plate
DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design.
5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 4=116.
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
Job
35121
Truss
T5
Truss Type
Common
Qty
3
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:38:17 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-bugFY8mkz8tWmx1TmDtqAXjPk3ON3icPM2Afgyyam24
Scale = 1:31.4
T1 T1
B1
W3
W2W1 W2 W1
0-5-8(0-1-8)786#/-182#0-5-8(0-1-8)786#/-182#
1
2
3
4
5
8 7 6
3x4
4x4
3x4
4x9
3x4
1x4
3x4
1x4
12-5-8
0-11-0
0-11-0
7-1-12
6-2-12
13-4-8
6-2-12
14-3-8
0-11-0
7-1-12
7-1-12
14-3-8
7-1-12
0-6-85-3-110-6-88.00 12
Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [4:0-1-12,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.610.230.15
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.02-0.050.01
(loc)7-87-86
l/defl>999>999n/a
L/d240180n/a
PLATESMT20
Weight: 56 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
8 =726/0-5-8
6 =726/0-5-8
Max Horz
8 =-129(LC 9)
Max Uplift8 =-182(LC 11)6 =-182(LC 12)Max Grav8 =786(LC 2)6 =786(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD
2-3=-636/137, 3-4=-636/137
TOP CHORD2-3=-636/137, 3-4=-636/137BOT CHORD1-8=-101/272, 7-8=-208/272, 6-7=-103/272, 5-6=-103/272WEBS2-8=-679/256, 4-6=-679/256
NOTES-(11)1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;
partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,
Interior(1) 3-0-0 to 4-1-12, Exterior(2) 4-1-12 to 7-1-12, Interior(1) 10-1-12 to 11-3-8
zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for
reactions shown; Lumber DOL=1.60 plate grip DOL=1.603) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 8=182, 6=182.
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
Job
35121
Truss
T5B
Truss Type
Common
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:40:06 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-vsmSQP46Idc2LhsQfcKO4WkxY?av6?BSQW4w?7yam0N
Scale = 1:31.4
T1 T1
B1
W3
W1
W2
W1
W2
0-5-8(0-1-8)763#/-177#0-5-8(0-1-8)763#/-177#
1
2
3
4
5
8 7 6
4x4
2x4 2x4 4x9
3x6 3x6
6-2-12
6-2-12
12-5-8
6-2-12
-0-11-0
0-11-0
6-2-12
6-2-12
12-5-8
6-2-12
13-4-8
0-11-0
1-1-135-3-111-1-138.00 12
Plate Offsets (X,Y)-- [2:0-2-8,0-1-8], [4:0-2-8,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.980.290.18
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.03-0.090.00
(loc)6-76-76
l/defl>999>999n/a
L/d240180n/a
PLATESMT20
Weight: 55 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W1: 2x6 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
8 =703/0-5-8
6 =703/0-5-8
Max Horz
8 =-107(LC 9)Max Uplift8 =-177(LC 11)6 =-177(LC 12)Max Grav8 =763(LC 2)6 =763(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
2-3=-609/132, 3-4=-609/132, 2-8=-717/220, 4-6=-717/220
TOP CHORD2-3=-609/132, 3-4=-609/132, 2-8=-717/220, 4-6=-717/220WEBS2-7=-11/408, 4-7=-11/408
NOTES-(12)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 2-1-0,
Interior(1) 2-1-0 to 3-2-12, Exterior(2) 3-2-12 to 6-2-12, Interior(1) 9-2-12 to 10-4-8 zone;
cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions
shown; Lumber DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.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) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 8=177, 6=177.
10) This truss is designed in accordance with the 2009 International Residential Code
sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the
analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted
Job
35121
Truss
T5C
Truss Type
Common
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:40:23 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-v8Hu_DHmIrleuIfh9g8NH6xussNubhJyKfiK5eyam06
Scale = 1:31.4
T1 T1
B1
W3
W1
W2
W1
W2
0-5-8(0-1-8)660#/-131#0-5-8(0-1-8)660#/-131#
1
2
3
6 5 4
3x6
4x4
3x6
2x4 2x4 4x9
6-2-12
6-2-12
12-5-8
6-2-12
6-2-12
6-2-12
12-5-8
6-2-12
1-1-135-3-111-1-138.00 12
Plate Offsets (X,Y)-- [1:0-2-8,0-1-8], [3:0-2-8,0-1-8]
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDLBCLLBCDL
35.0
30.8/40.0
10.00.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.810.290.18
DEFL.Vert(LL)Vert(TL)Horz(TL)
in-0.03-0.09-0.00
(loc)5-64-54
l/defl>999>999n/a
L/d240180n/a
PLATESMT20
Weight: 53 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF 1650F 1.5E
BOT CHORD 2x4 SPF No.2WEBS2x4 SPF Stud *Except* W1: 2x6 SPF No.2BRACING-TOP CHORDStructural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)
6 =610/0-5-8
4 =610/0-5-8
Max Horz
6 =104(LC 10)Max Uplift6 =-131(LC 11)4 =-131(LC 12)Max Grav6 =660(LC 2)4 =660(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
TOP CHORD
1-2=-618/133, 2-3=-618/133, 1-6=-614/177, 3-4=-614/177
TOP CHORD1-2=-618/133, 2-3=-618/133, 1-6=-614/177, 3-4=-614/177WEBS1-5=-25/420, 3-5=-25/420
NOTES-(11)1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and
right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 Plate
DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.
8) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 100 lb uplift at joint(s) except (jt=lb) 6=131, 4=131.
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
Job
35121
Truss
T5GE
Truss Type
GABLE
Qty
1
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 12:38:44 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-I5pTCN4gcRHhW4bfsOs9mEL8GydEux_OZlDa6uyam1f
Scale = 1:29.0
T1 T1
B1
ST4
ST3
ST2
ST1
ST3
ST2
ST11
2
3
4
5
6
7
8
9
16 15 14 13 12 11 10
3x4
4x4
3x4 12-5-8
0-11-0
0-11-0
14-3-8
13-4-8
7-1-12
7-1-12
14-3-8
7-1-12
0-6-85-3-110-6-88.00 12
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLLBCDL
35.0
30.8/40.0
10.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
2-0-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.080.070.10
DEFL.Vert(LL)Vert(TL)Horz(TL)
inn/an/a0.00
(loc)- - 10
l/defln/an/an/a
L/d999999n/a
PLATESMT20
Weight: 56 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF StudOTHERS2x4 SPF StudBRACING-TOP CHORDStructural wood sheathing directly applied or 6-0-0 oc purlins.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.
REACTIONS.All bearings 12-5-8.
(lb) - Max Horz
16=-129(LC 9)
Max Uplift
All uplift 100 lb or less at joint(s) 14, 16, 12, 10 except
15=-122(LC 10), 11=-116(LC 9)Max GravAll reactions 250 lb or less at joint(s) 14, 15, 16, 12, 11, 10 except 13=266(LC 3)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(15)1) This truss has been checked for uniform roof live load only, except as noted.
2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-0-0 to 3-1-12,Exterior(2) 3-1-12 to 4-1-12, Corner(3) 4-1-12 to 7-1-12, Exterior(2) 10-1-12 to 11-1-12zone; cantilever left and right exposed ;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60
3) Truss designed for wind loads in the plane of the truss only. For studs exposed to
wind (normal to the face), see Standard Industry Gable End Details as applicable, or
consult qualified building designer as per ANSI/TPI 1.
4) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 PlateDOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) All plates are 1x4 MT20 unless otherwise indicated.8) Gable studs spaced at 2-0-0 oc.9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.
10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members, with BCDL = 10.0psf.
11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 14, 16, 12, 10 except (jt=lb) 15=122, 11=116.12) Non Standard bearing condition. Review required.13) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.
14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 15) All Plates 20 Gauge Unless Noted
Job
35121
Truss
TP1
Truss Type
Piggyback
Qty
13
Ply
1
PEACHTREE [LOT 12 RIDGEVIEW ESTATES]
Job Reference (optional)7.640 s Oct 7 2015 MiTek Industries, Inc. Fri Sep 23 09:55:16 2016 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:zf9i1glgZ4SaedAIQqKHUVyd7mW-UBAdjgOSPwZKrooeHXv8Fw72tHBLs5MkDqLasNyaoQv
Scale = 1:12.8
T1 T1
B1
W1
1
2
3
4
5
6
4x4
2x4 2x4 1x4
5-7-0
5-7-0
5-7-0
5-7-0
0-4-91-10-50-1-100-4-90-1-108.00 12
LOADING (psf)
TCLL (roof)
Snow (Pf/Pg)
TCDL
BCLLBCDL
35.0
30.8/40.0
10.0
0.0 *10.0
SPACING-Plate Grip DOLLumber DOL Rep Stress IncrCode
1-4-01.151.15YESIRC2009/TPI2007
CSI.TCBCWB(Matrix)
0.050.020.01
DEFL.Vert(LL)Vert(TL)Horz(TL)
in0.000.000.00
(loc)544
l/defln/rn/rn/a
L/d12090n/a
PLATESMT20
Weight: 13 lb FT = 10%
GRIP197/144
LUMBER-
TOP CHORD 2x4 SPF No.2
BOT CHORD 2x4 SPF No.2
WEBS 2x4 SPF No.2BRACING-
TOP CHORDStructural wood sheathing directly applied or 5-7-0 oc purlins.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.
REACTIONS.(lb/size)2 =106/4-0-6
4 =106/4-0-6
6 =117/4-0-6
Max Horz
2 =25(LC 10)
Max Uplift2 =-45(LC 11)4 =-45(LC 12)6 =-10(LC 11)Max Grav2 =116(LC 2)4 =116(LC 2)6 =126(LC 2)
FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.
NOTES-(14)
1) This truss has been checked for uniform roof live load only, except as noted.2) Wind: ASCE 7-05; 95mph; TCDL=4.2psf; BCDL=5.0psf; h=19ft; Cat. II; Exp B;partially; MWFRS (low-rise) automatic zone and C-C Exterior(2) zone; cantilever left andright exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber
DOL=1.60 plate grip DOL=1.60
3) TCLL: ASCE 7-05; Pr=35.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15);
Pg=40.0 psf (ground snow); Pf=30.8 psf (flat roof snow: Lumber DOL=1.15 Plate
DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1
4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 timesflat roof load of 30.8 psf on overhangs non-concurrent with other live loads.6) This truss has been designed for basic load combinations, which include cases withreductions for multiple concurrent live loads.7) Gable requires continuous bottom chord bearing. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all
areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and
any other members.
10) Provide mechanical connection (by others) of truss to bearing plate capable of
withstanding 45 lb uplift at joint 2, 45 lb uplift at joint 4 and 10 lb uplift at joint 6.11) 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) See Standard Industry Piggyback Truss Connection Detail for Connection to basetruss as applicable, or consult qualified building designer.14) All Plates 20 Gauge Unless Noted
P 12
GENERAL SPECIFICATIONS
1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO
TOP CHORD OF SUPPORTING (BASE) TRUSSES.
2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS.
3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF
THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING.
4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2 ) 16d (3.5" X .131") NAILS.
5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF
POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4 ) 10d (3" X .131")NAILS.
FASTEN POST TO ROOF SHEATHING WITH ( 3 ) 10d (3" X .131")TOE-NAILS.
6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING
IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3 ) 16d (3.5" X .131") TOE-NAILS.
FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (3.5" X .131") TOE-NAILS.
7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS ) ALONG EACH RAFTER.
INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS
WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X .131") NAILS.
FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2 ) 16d (3.5" X .131") NAILS.
8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN
YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED
( 2 ) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C..
RIDGE BOARD
( SEE NOTE #6 )
POST
( SEE NOTE #8 )VALLEY RAFTERS
( SEE NOTE #2)
VALLEY PLATE
( SEE NOTE #4 )
TRUSS TYPICAL
( 24" O.C. )
TRUSS MUST
BE SHEATHED
GABLE END, COMMON TRUSS
OR GIRDER TRUSS
POST
( SEE NOTE #8 )
LIVE LOAD = 30 PSF (MAX)
DEAD LOAD = 15 PSF (MAX)
D.O.L. INC = 1.15
ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS)
GABLE END, COMMON TRUSS
OR GIRDER TRUSS
NOTE:
48" O.C. MAXIMUM POST SPACING
JANUARY 1, 2009 ST-VALLEY1CONVENTIONAL VALLEY FRAMING DETAIL
PLAN DRAWING
PLAN SECTION
MiTek Industries, Inc.
R