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12C-130 rev truss QB1212002-STIEBEL-RKH-042913-DWGSSPECIAL INSTRUCTIONS: *BASED ON PLANS DATED 10/05/2012; AND 4/29/13 CHANGES. *GABLES DROPPED FOR 2X6 OUTLOOKERS. *REVIEW OVERHANG LEVEL DETAIL. *GAS FIREPLACE. QUOTE # QB1212002 PAGE 1 DATE QUOTED:04/29/13 VALID UNTIL: 05/27/13 PRINTED ON: 04/29/13 24 West St. West Hatfield, MA 01088 r.k. Miles, Inc. (413) 247-8300 Attn:RICH BLAISE MANUFACTURERS OF ROOF & FLOOR TRUSSES 181 GOODWIN ST PO BOX 51027 INDIAN ORCHARD, MA 01151 Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187 Quote To: Phone: Job:STIEBEL RESIDENCE CLOVERDALE EXTENSION NORTHAMPTON, MA Brian TetreaultQuoted By: Requested By:RICH BLAISE CONTRACTOR QUOTE QTY TYPE SPAN LUMBER TOP BOT OVRHG / CANT LEFT RIGHT PITCH TOP BOT TRUSS IDPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 50.0,10.0,0.0,10.0 STRESS INCR. 1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) PLY O/ABASE SPAN UNIT WEIGHT SHIPPING HEIGHT LAYOUTBRT 04/29/13 01 8.00 0.00 02-10-15 02-00-00 2 X 4 2 X 4 JACK-CLOSED 4 02-10-15 1403-07-08 02 8.00 0.00 05-00-00 02-00-00 2 X 4 2 X 4 JACK-CLOSED 5 05-00-00 2105-00-03 CJ1 5.66 0.00 06-11-06 02-09-15 2 X 4 2 X 4 DIAGONAL HIP 2 06-11-06 4405-01-06 G1 1 8.00 0.00 16-09-00 2 X 4 2 X 6 HIP TRUSS 2 Ply 16-09-00 8804-07-00 G2 1 8.00 0.00 16-09-00 2 X 4 2 X 6 HIP TRUSS 2 Ply 16-09-00 10805-11-00 M1 4.00 0.00 08-06-00 02-00-00 2 X 4 2 X 4 MONOPITCH 3 08-06-00 3303-10-00 M1A 4.00 0.00 07-00-00 02-00-00 2 X 4 2 X 4 MONOPITCH 11 07-00-00 2803-04-00 M1B 4.00 0.00 07-00-00 02-00-00 2 X 4 2 X 4 MONOPITCH 5 07-00-00 2903-10-00 M1DGE 4.00 0.00 08-06-00 2 X 4 2 X 4 Monopitch 1 08-06-00 3103-04-03 M2 4.00 0.00 06-00-00 02-00-00 2 X 4 2 X 4 MONOPITCH 8 06-00-00 2003-00-00 M2DGE 4.00 0.00 06-00-00 02-00-00 2 X 4 2 X 4 GABLE 2 06-00-00 2102-11-11 T1 4.00 0.00 07-10-00 02-00-00 02-00-00 2 X 4 2 X 4 SPECIAL 11 07-10-00 3002-09-11 T2 6.00 0.00 34-00-00 02-00-00 02-00-00 2 X 4 2 X 4 COMMON 8 34-00-00 14809-09-15 T2A 6.00 0.00 34-00-00 02-00-00 2 X 4 2 X 4 COMMON 6 34-00-00 14509-09-15 T2DGE 6.00 0.00 34-00-00 02-00-00 02-00-00 2 X 6 2 X 4 COMMON 2 34-00-00 17409-09-15 T3 8.00 0.00 30-00-00 02-00-00 02-00-00 2 X 4 2 X 4 COMMON 17 30-00-00 15811-08-03 T3A 8.00 0.00 29-09-00 02-00-00 2 X 4 2 X 4 COMMON 9 30-00-00 15411-08-03 T3DGE 8.00 0.00 30-00-00 02-00-00 02-00-00 2 X 6 2 X 4 COMMON 2 30-00-00 17011-08-03 V1 8.00 0.00 13-09-00 2 X 4 2 X 4 GABLE 1 13-09-00 3804-07-00 SPECIAL INSTRUCTIONS: *BASED ON PLANS DATED 10/05/2012; AND 4/29/13 CHANGES. *GABLES DROPPED FOR 2X6 OUTLOOKERS. *REVIEW OVERHANG LEVEL DETAIL. *GAS FIREPLACE. QUOTE # QB1212002 PAGE 2 DATE QUOTED:04/29/13 VALID UNTIL: 05/27/13 PRINTED ON: 04/29/13 24 West St. West Hatfield, MA 01088 r.k. Miles, Inc. (413) 247-8300 Attn:RICH BLAISE MANUFACTURERS OF ROOF & FLOOR TRUSSES 181 GOODWIN ST PO BOX 51027 INDIAN ORCHARD, MA 01151 Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187 Quote To: Phone: Job:STIEBEL RESIDENCE CLOVERDALE EXTENSION NORTHAMPTON, MA Brian TetreaultQuoted By: Requested By:RICH BLAISE CONTRACTOR QUOTE QTY TYPE SPAN LUMBER TOP BOT OVRHG / CANT LEFT RIGHT PITCH TOP BOT TRUSS IDPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 50.0,10.0,0.0,10.0 STRESS INCR. 1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) PLY O/ABASE SPAN UNIT WEIGHT SHIPPING HEIGHT LAYOUTBRT 04/29/13 V2 8.00 0.00 09-09-00 2 X 4 2 X 4 Valley Truss 1 09-09-00 2603-03-00 V3 8.00 0.00 05-09-00 2 X 4 2 X 4 Valley Truss 1 05-09-00 1301-11-00 FT-IN-16 QTY LENGTH NOTES ITEMS CATEGORYITEM 9 HUS26 Hanger 33 LUS26 Hanger 2 THJA26 Hanger *** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER *** Approved By: Approval Date: SUB-TOTAL GRAND TOTAL PO #: Truss Engineering Corporation (TEC) strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC. This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The building owner/owner's agent is solely responsible for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for field verification of dimensions or special conditions. The building owner/owner's agent is responsible for coordinating all construction details between trades. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such. Requested Delivery Date: WIDE LOAD / ESCORT FEE M1DGEM2DGEM2DGET2DGET2DGET.O.W. 8'1-1/4"T.O.W. 7'7-1/4"TRUSSES HUNG FROM2ND FLR. RIM AND/ORBEAMT2(8)T2A(6)M1(3)M1A(11)M1B(5)T1(11)M2(8)34-00-008-00-0022-00-007-00-0091-00-0034-00-0014-00-006-00-0030-00-007-00-0030-00-0018-00-0018-00-0020-00-007-00-001-06-0016-09-0035-09-0081-00-0020-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-007-10-00Job Number:This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken orimplied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow allBCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be appliedto trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanentbracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres tothe ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specificspecifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsiblefor verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TECimmediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss EngineeringCorporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, oraltered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: QB1212002Drawn By: Brian TetreaultJob Name:Jobsite: STIEBEL RESIDENCECLOVERDALE EXTENSION NORTHAMPTON MAValley Lines: 47.2 (ft) / Horizontal Overhang Lines: 292.04 (ft) / Raked Overhang Lines: 203.56 (ft)The following information is approximate and NOT guaranteed:Roof Sheathing Area: 4790.28 (ft²) / Ridge Lines: 122.4 (ft) / Hip Lines: 32.44 (ft) Job QB1212002 Truss M1DGE Truss Type Monopitch Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:52 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-k4AWiN5YuqnqUl?oOB9?grevMoJHeIhTLpdO5XzLuV9 Scale = 1:18.6 T1 W2 B1 W1 ST2 ST11 2 3 4 8 9 10 11 3x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 8-6-0 8-6-0 4-2-12 4-2-12 8-6-0 4-3-4 0-6-33-4-34.00 12 LUS26 FROM 2ND FLR.OR BEAMLOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.32 0.480.34 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.20 -0.510.01 (loc) 1-4 1-44 l/defl >480 >192n/a L/d 240 180n/a PLATES MT20 Weight: 31 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 2100F 1.8EWEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1 =475/0-5-8 (min. 0-1-8)4 =475/MechanicalMax Horz1 =180(LC 7)Max Uplift1 =-134(LC 6) 4 =-163(LC 6) Max Grav 1 =500(LC 2) 4 =544(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-8=-803/362, 8-9=-706/365, 2-9=-692/370 TOP CHORD1-8=-803/362, 8-9=-706/365, 2-9=-692/370BOT CHORD 1-4=-333/711 WEBS 2-4=-754/439 NOTES (13)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12,Interior(1) 3-2-12 to 5-4-4, Exterior(2) 5-4-4 to 8-4-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 2-0-0 oc.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 1=134, 4=163.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss M1 Truss Type MONOPITCH TRUSS Qty 3 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:33 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-nQWKjtteM?OWiq28mhJYPqMVj8qeikzgzMWuw8zLuVS Scale = 1:22.1 T1 W3 B1 W2W1 1 2 3 4 6 5 7 8 9 10 11 3x4 3x6 4x4 1.5x4 4x6 8-6-0 8-6-0 -2-0-0 2-0-0 4-3-0 4-3-0 8-6-0 4-3-0 1-0-03-10-04.00 12 LUS26 FROM 2ND FLR.OR BEAMLOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.92 0.490.21 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.15 -0.350.01 (loc) 5-6 5-65 l/defl >663 >278n/a L/d 240 180n/a PLATES MT20 Weight: 33 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 6 SPF 1650F 1.5EBRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)5 =432/Mechanical6 =779/0-5-8 (min. 0-1-8)Max Horz6 =229(LC 7)Max Uplift5 =-152(LC 9) 6 =-344(LC 6) Max Grav 5 =529(LC 2) 6 =826(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-7=-562/154, 7-8=-552/155, 8-9=-492/160, 3-9=-460/164, TOP CHORD2-7=-562/154, 7-8=-552/155, 8-9=-492/160, 3-9=-460/164, 4-5=-272/139, 2-6=-728/435 BOT CHORD 5-6=-188/436 WEBS 3-5=-447/223 NOTES (12)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-5-9 to 0-6-7,Interior(1) 0-6-7 to 5-4-4, Exterior(2) 5-4-4 to 8-4-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) 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) 5=152, 6=344.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss M1A Truss Type MONOPITCH TRUSS Qty 11 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:45 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-RkFtEz09Xhvp8gzSTCXMuMsa2zzBWCjRkEQWLRzLuVG Scale = 1:19.3 T1 W3 B1 W2 W1 1 2 3 4 6 5 7 8 9 10 11 3x4 4x4 4x4 1.5x4 4x4 7-0-0 7-0-0 -2-0-0 2-0-0 3-6-0 3-6-0 7-0-0 3-6-0 1-0-03-4-04.00 12 LUS26 FROM 2ND FLR.OR BEAMLOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.77 0.320.10 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.07 -0.150.00 (loc) 5-6 5-65 l/defl >999 >517n/a L/d 240 180n/a PLATES MT20 Weight: 28 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 6 SPF 1650F 1.5EBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)5 =335/Mechanical6 =702/0-3-8 (min. 0-1-8)Max Horz6 =199(LC 7)Max Uplift5 =-126(LC 9) 6 =-325(LC 6) Max Grav 5 =408(LC 2) 6 =742(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-7=-385/119, 7-8=-375/119, 8-9=-361/120, 3-9=-326/126, TOP CHORD2-7=-385/119, 7-8=-375/119, 8-9=-361/120, 3-9=-326/126, 2-6=-659/422 BOT CHORD 5-6=-144/273 WEBS 3-5=-278/174 NOTES (12)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-5-9 to 0-6-7,Interior(1) 0-6-7 to 3-10-4, Exterior(2) 3-10-4 to 6-10-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) 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) 5=126, 6=325.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss M1B Truss Type MONOPITCH TRUSS Qty 5 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:49 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-JVUO4L3gbvPFdHHDi2cI3C0FzbL9R?x1esOkUCzLuVC Scale = 1:22.1 T1 W3 B1 W2 W11 2 3 4 6 5 7 8 9 10 11 3x4 4x4 4x4 1.5x4 4x4 7-0-0 7-0-0 -2-0-0 2-0-0 3-6-0 3-6-0 7-0-0 3-6-0 1-6-03-10-04.00 12 LUS26 FROM 2ND FLR.OR BEAMLOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.84 0.310.08 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.07 -0.160.00 (loc) 5-6 5-65 l/defl >999 >510n/a L/d 240 180n/a PLATES MT20 Weight: 30 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 6 SPF 1650F 1.5EBRACING TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)5 =335/Mechanical6 =702/0-5-8 (min. 0-1-8)Max Horz6 =224(LC 7)Max Uplift5 =-132(LC 9) 6 =-319(LC 6) Max Grav 5 =408(LC 2) 6 =742(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-7=-314/101, 7-8=-304/102, 8-9=-290/103, 2-6=-658/416 TOP CHORD2-7=-314/101, 7-8=-304/102, 8-9=-290/103, 2-6=-658/416 NOTES (12) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-5-9 to 0-6-7, Interior(1) 0-6-7 to 3-10-4, Exterior(2) 3-10-4 to 6-10-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 5=132, 6=319.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T1 Truss Type SPECIAL TRUSS Qty 11 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:04 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-NOu2ETF43WI7wbw65iNpAM8steS_SoOE5hX1VrzLuUz Scale = 1:19.5 T1 T1 B1 W2 W1 W11 2 3 4 5 8 7 6 9 10 11 12 13 14 4x6 4x4 4x4 1.5x4 4x4 4x4 3-11-0 3-11-0 7-10-0 3-11-0 -2-0-0 2-0-0 3-11-0 3-11-0 7-10-0 3-11-0 9-10-0 2-0-0 1-6-02-9-111-6-04.00 12 Plate Offsets (X,Y): [2:0-2-0,0-1-12], [4:0-2-0,0-1-12], [6:Edge,0-3-8] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.670.290.04 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.07-0.120.00 (loc) 776 l/defl >999>747n/a L/d 240180n/a PLATES MT20 Weight: 30 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except* W2: 2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)8 =694/0-5-8 (min. 0-1-8)6 =694/0-5-8 (min. 0-1-8)Max Horz8 =50(LC 8)Max Uplift 8 =-328(LC 8) 6 =-328(LC 9) Max Grav 8 =708(LC 2)6 =708(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-8=-615/440, 4-6=-615/441 TOP CHORD2-8=-615/440, 4-6=-615/441 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-5-9 to 0-6-7, Interior(1) 0-6-7 to 0-11-0, Exterior(2) 0-11-0 to 3-11-0, Interior(1) 6-11-0 to 7-3-9 zone;end vertical left and right exposed;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=328, 6=328.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss M2 Truss Type MONOPITCH TRUSS Qty 8 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:58 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-YEXnzQAJTgYzCgTykRGPw6uqODQQ25UMjl4iJBzLuV3 Scale = 1:17.4 T1 W2 B1 W1 1 2 3 5 4 6 7 8 3x6 2x4 3x4 4x4 6-0-0 6-0-0 -2-0-0 2-0-0 6-0-0 6-0-0 1-0-03-0-04.00 12 LUS26 FROM 2ND FLR.OR BEAMPlate Offsets (X,Y): [2:0-2-0,0-1-12] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.670.240.00 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.04-0.100.00 (loc) 4-54-54 l/defl >999>715n/a L/d 240180n/a PLATES MT20 Weight: 21 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF No.2 *Except* W2: 2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)4 =276/Mechanical5 =645/0-3-8 (min. 0-1-8)Max Horz5 =178(LC 7)Max Uplift 4 =-108(LC 9) 5 =-307(LC 6) Max Grav 4 =335(LC 2)5 =680(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-4=-272/146, 2-5=-628/419 TOP CHORD3-4=-272/146, 2-5=-628/419 NOTES (12) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-5-9 to 0-6-7, Interior(1) 0-6-7 to 2-10-4, Exterior(2) 2-10-4 to 5-10-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 4=108, 5=307. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss M2DGE Truss Type GABLE Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:01 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-zpDwbSCCmbwY37BXPZp6YkWJMQUCFR4oPjINvWzLuV0 Scale = 1:15.0 T1 W1 B1 ST1 1 2 3 4 6 5 7 8 9 1.5x4 1.5x4 3x4 1.5x4 1.5x4 6-0-0 6-0-0 -2-0-0 2-0-0 6-0-0 6-0-0 0-6-32-6-32-11-114.00 12 TOP CHORD DROPPEDFOR 2X6 OUTLOOKERS LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.81 0.110.07 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.24 -0.300.00 (loc) 1 15 l/defl n/r n/rn/a L/d 120 90n/a PLATES MT20 Weight: 21 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)5 =68/6-0-0 (min. 0-1-10)2 =528/6-0-0 (min. 0-1-10)6 =328/6-0-0 (min. 0-1-10)Max Horz2 =148(LC 7)Max Uplift 5 =-34(LC 8) 2 =-282(LC 6) 6 =-144(LC 9) Max Grav5 =76(LC 2)2 =538(LC 2)6 =404(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS3-6=-322/197 NOTES (14) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -2-5-9 to 0-6-7, Exterior(2) 0-6-7 to 2-10-4, Corner(3) 2-10-4 to 5-10-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc.8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.9) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members. 10) All bearings are assumed to be SPF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 2=282, 6=144.12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T2 Truss Type COMMON TRUSS Qty 8 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:16 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-1idblaOcECpQMRrPoDbefuerxTPJG6u?sYRfw8zLuUn Scale = 1:57.0 T2 T1 B1 W4 W3 W2 W1 W3 W2 W1HW1 HW1 B1 T1 T2 1 2 3 4 5 6 7 8 9 10 11 12 13 16 15 14 17 18 19 20 21 22 23 24 25 26 27 28 4x12 5x6 4x12 6x9 3x6 3x6 6x9 3x4 3x4 1.5x4 3x4 3x4 1.5x4 6x9 3x6 3x6 8-7-12 8-7-12 17-0-0 8-4-4 25-4-4 8-4-4 34-0-0 8-7-12 -2-0-0 2-0-0 5-10-5 5-10-5 11-5-3 5-6-13 17-0-0 5-6-13 22-6-13 5-6-13 28-1-11 5-6-13 34-0-0 5-10-5 36-0-0 2-0-0 0-8-89-2-89-9-150-8-86.00 12 Plate Offsets (X,Y): [2:0-4-9,Edge], [5:0-6-0,Edge], [9:0-6-0,Edge], [12:0-4-9,Edge], [15:0-4-8,0-3-4] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 17.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.920.840.52 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.34-0.640.20 (loc) 14-1514-1512 l/defl >999>637n/a L/d 240180n/a PLATES MT20 Weight: 148 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except* W4: 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-2-14, Right 2 X 4 SPF No.2 3-2-14 BRACING TOP CHORDStructural wood sheathing directly applied or 2-1-8 oc purlins.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing.WEBS1 Row at midpt 8-15, 6-15 REACTIONS (lb/size) 12 =2601/0-5-8 (min. 0-4-1) 2 =2601/0-5-8 (min. 0-4-1) Max Horz 2 =144(LC 7)Max Uplift12 =-598(LC 9)2 =-598(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-17=-4054/775, 3-17=-3887/777, 3-4=-3885/793, 4-18=-3630/760, 5-18=-3542/764, 5-19=-3541/765, 6-19=-3405/777, 6-20=-2721/687, 7-20=-2565/706, 7-21=-2565/706, 8-21=-2721/687, 8-22=-3405/777, 9-22=-3541/765, 9-23=-3542/764, 10-23=-3630/760, 10-11=-3885/793, 11-24=-3887/777, 12-24=-4054/775BOT CHORD2-16=-505/3373, 16-25=-401/2962, 25-26=-401/2962, 15-26=-401/2962, 15-27=-401/2962, 27-28=-401/2962, 14-28=-401/2962, 12-14=-502/3373WEBS7-15=-369/1756, 8-15=-1187/301, 8-14=-80/497, 10-14=-311/218,6-15=-1187/301, 6-16=-80/497, 4-16=-311/217 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-3-15 to 1-0-14,Interior(1) 1-0-14 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 32-11-2zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=598, 2=598. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T2A Truss Type COMMON TRUSS Qty 6 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:24 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-oE6cQJUdLgpHKfSyFvkWzazDoh8C8jTBioN4CgzLuUf Scale = 1:55.7 T2 T3 B1 W4 W3 W2 W1 W3 W2 W1HW1 HW1 B1 T1 1 2 3 4 5 6 7 8 9 10 11 14 13 12 15 16 17 18 19 20 21 22 23 24 25 26 4x12 5x6 6x9 3x6 3x6 6x9 3x4 3x4 1.5x4 3x4 3x4 1.5x4 6x9 3x6 3x6 8-7-12 8-7-12 17-0-0 8-4-4 25-4-4 8-4-4 34-0-0 8-7-12 -2-0-0 2-0-0 5-10-5 5-10-5 11-5-3 5-6-13 17-0-0 5-6-13 22-6-13 5-6-13 28-1-11 5-6-13 34-0-0 5-10-5 0-8-89-2-89-9-150-8-86.00 12 Plate Offsets (X,Y): [2:0-4-9,Edge], [5:0-6-0,Edge], [11:0-4-9,Edge], [13:0-4-8,0-3-4] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 17.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.920.830.54 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.34-0.640.20 (loc) 13-1413-1411 l/defl >999>634n/a L/d 240180n/a PLATES MT20 Weight: 145 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except* W4: 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF No.2 3-2-14, Right 2 X 4 SPF No.2 3-2-14 BRACING TOP CHORDStructural wood sheathing directly applied or 2-0-11 oc purlins.BOT CHORDRigid ceiling directly applied or 8-9-3 oc bracing.WEBS1 Row at midpt 8-13, 6-13 REACTIONS (lb/size) 11 =2334/0-5-8 (min. 0-3-11) 2 =2610/0-5-8 (min. 0-4-2) Max Horz 2 =174(LC 7)Max Uplift11 =-433(LC 9)2 =-600(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 2-15=-4072/798, 3-15=-3904/800, 3-4=-3902/816, 4-16=-3648/783, 5-16=-3560/788, 5-17=-3559/799, 6-17=-3395/801, 6-18=-2740/711, 7-18=-2584/730, 7-19=-2584/729, 8-19=-2739/716, 8-20=-3469/860, 20-21=-3602/848, 9-21=-3722/841, 9-22=-3931/892, 10-22=-3961/883, 10-11=-4112/875BOT CHORD2-14=-571/3389, 14-23=-472/2979, 23-24=-472/2979, 13-24=-472/2979, 13-25=-492/2994, 25-26=-492/2994, 12-26=-492/2994, 11-12=-663/3459WEBS7-13=-388/1770, 8-13=-1211/331, 8-12=-116/548, 9-12=-359/251,6-13=-1153/301, 6-14=-80/496, 4-14=-309/217 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-3-15 to 1-0-14,Interior(1) 1-0-14 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 30-7-3zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=433, 2=600. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T2DGE Truss Type COMMON TRUSS Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:30 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-cOTthMZOxWaR2av6c9rwDrDKl6MFYT234kqPQKzLuUZ Scale = 1:55.6 W1 T2 T2 W1 B1 ST8ST7ST6ST5ST4ST3ST2ST1 ST7 ST6 ST5 ST4 ST3 ST2 ST1 T1 T1 B11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 39 40 41 42 43 44 4x9 3x4 4x4 3x4 4x9 5x6 34-0-0 34-0-0 -2-0-0 2-0-0 17-0-0 17-0-0 34-0-0 17-0-0 36-0-0 2-0-0 0-8-89-2-89-9-150-8-86.00 12 TOP CHORD DROPPED FOR 2X6 OUTLOOKERS Plate Offsets (X,Y): [20:0-3-8,Edge], [30:0-3-0,0-3-0], [38:0-3-8,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.570.150.41 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.16-0.210.02 (loc) 212122 l/defl n/rn/rn/a L/d 12090n/a PLATES MT20 Weight: 174 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 6 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud *Except* ST8: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.WEBS1 Row at midpt 11-30 REACTIONS All bearings 34-0-0.(lb) - Max Horz38= 155(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 31, 32, 33, 34, 35, 37, 29, 28, 27, 26, 25, 23 except 38=-213(LC 8), 22=-235(LC 9), 36=-122(LC 8), 24=-126(LC 9)Max GravAll reactions 250 lb or less at joint(s) 37, 23 except 38=462(LC 2), 22=462(LC 3), 30=421(LC 1), 31=435(LC 2), 32=415(LC 2), 33=383(LC 2), 34=321(LC 1), 35=268(LC 1), REACTIONSMax GravAll reactions 250 lb or less at joint(s) 37, 23 except 38=462(LC 2), 22=462(LC 3), 30=421(LC 1), 31=435(LC 2), 32=415(LC 2), 33=383(LC 2), 34=321(LC 1), 35=268(LC 1), 36=258(LC 2), 29=435(LC 3), 28=415(LC 3), 27=383(LC 3), 26=321(LC 1), 25=268(LC 1), 24=258(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-38=-407/325, 10-11=0/328, 11-12=0/328, 20-22=-407/325BOT CHORD37-38=-173/407, 36-37=-173/407, 35-36=-173/407, 34-35=-173/407, 33-34=-173/407, 32-33=-173/407, 31-32=-173/407, 30-31=-173/407, 29-30=-173/407, 28-29=-173/407, 27-28=-173/407, 26-27=-173/407, 25-26=-173/407, 24-25=-173/407, 23-24=-173/407, 22-23=-173/407 WEBS 11-30=-301/0, 10-31=-315/215, 9-32=-294/161, 8-33=-265/129, 12-29=-315/215, 13-28=-294/161, 14-27=-265/129 NOTES (16) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -2-3-15 to 1-0-14,Exterior(2) 1-0-14 to 13-7-3, Corner(3) 13-7-3 to 17-0-0, Exterior(2) 20-4-13 to 32-11-2zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.6) All plates are 1.5x4 MT20 unless otherwise indicated.7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e. diagonal web).9) Gable studs spaced at 2-0-0 oc.10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.11) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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.Continued on page 2 Job QB1212002 Truss T2DGE Truss Type COMMON TRUSS Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:30 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-cOTthMZOxWaR2av6c9rwDrDKl6MFYT234kqPQKzLuUZ NOTES (16) 12) All bearings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 31, 32, 33, 34, 35, 37, 29, 28, 27, 26, 25, 23 except(jt=lb) 38=213, 22=235, 36=122, 24=126.14) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 16) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard G1G2CJ1CJ101010101V1V2V3T3DGET3DGET3(17)T3A(9)02(5)30-00-007-00-0037-00-0030-00-007-00-0037-00-0054-00-001-06-0016-09-0035-09-0054-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-00Job Number:This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken orimplied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow allBCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be appliedto trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanentbracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres tothe ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specificspecifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsiblefor verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TECimmediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss EngineeringCorporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, oraltered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: QB1212002Drawn By: Brian TetreaultJob Name:Jobsite: STIEBEL RESIDENCECLOVERDALE EXTENSION NORTHAMPTON MAValley Lines: 47.2 (ft) / Horizontal Overhang Lines: 292.04 (ft) / Raked Overhang Lines: 203.56 (ft)The following information is approximate and NOT guaranteed:Roof Sheathing Area: 4790.28 (ft²) / Ridge Lines: 122.4 (ft) / Hip Lines: 32.44 (ft) Job QB1212002 Truss 01 Truss Type JACK-CLOSED TRUSS Qty 4 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:17 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-FLZHMPgb74NonNq4qK1omSirbhTpyYKJIte2M3zLuVi Scale = 1:18.0 W1 T1 W2 B1 1 2 3 5 4 3x4 4x6 3x4 1.5x4 2-10-15 2-10-15 -2-0-0 2-0-0 2-10-15 2-10-15 1-3-03-2-53-7-88.00 12 Plate Offsets (X,Y): [2:0-3-0,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.610.110.00 DEFL Vert(LL)Vert(TL)Horz(TL) in 0.00-0.000.00 (loc) 4-54-54 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 15 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)5 =494/0-3-8 (min. 0-1-8)4 =46/MechanicalMax Horz5 =184(LC 7)Max Uplift5 =-243(LC 8) 4 =-82(LC 7) Max Grav 5 =494(LC 1) 4 =103(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-5=-445/334 TOP CHORD2-5=-445/334 NOTES (12) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=243.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss 02 Truss Type JACK-CLOSED TRUSS Qty 5 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:56:24 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-YiUxqom_UEFo7RsQlIfRYxU2tWrK5j3LvTrv69zLuVb Scale = 1:24.4 W1 T1 W2 B11 2 3 5 4 3x4 4x6 3x4 2x4 5-0-0 5-0-0 -2-0-0 2-0-0 5-0-0 5-0-0 1-3-04-7-05-0-38.00 12 Plate Offsets (X,Y): [2:0-3-0,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.610.180.00 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.02-0.050.00 (loc) 4-54-54 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 21 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)5 =569/0-3-8 (min. 0-1-8)4 =216/MechanicalMax Horz5 =258(LC 7)Max Uplift5 =-240(LC 8) 4 =-121(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-5=-519/358 NOTES (12) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 5=240, 4=121.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss CJ1 Truss Type DIAGONAL HIP GIRDER Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:47:54 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-Uaf7oPb4aX?9x3tPsBVrtOMx9wnab2ZHd7IwCjzLudZ Scale = 1:28.4 W1 T1 W5 B1 W2 W3 W4 1 2 3 4 7 6 58 3x6 2x4 3x6 4x4 3x4 3x4 Nailed Nailed 3-5-11 3-5-11 6-11-6 3-5-11 -2-9-15 2-9-15 3-5-11 3-5-11 6-11-6 3-5-11 1-3-04-6-55-1-65.66 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15NOIRC2009/TPI2007 CSI TC BCWB(Matrix-M) 0.44 0.150.08 DEFL Vert(LL) Vert(TL)Horz(TL) in 0.02 -0.01-0.00 (loc) 5-6 5-65 l/defl >999 >999n/a L/d 240 180n/a PLATES MT20 Weight: 45 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 6 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)7 =840/0-4-9 (min. 0-1-8)5 =331/MechanicalMax Horz7 =270(LC 6)Max Uplift7 =-463(LC 7)5 =-219(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-817/489, 2-3=-338/165BOT CHORD6-7=-257/0 NOTES (14) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 463 lb uplift at joint 7 and 219 lb uplift at joint 5.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) "Nailed" indicates 3-10d or 2-12d common wire toe-nails. For more details refer to MiTek's ST-TOENAIL Detail. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-97, 2-4=-97, 5-7=-20Concentrated Loads (lb)Vert: 8=-52(F=-26, B=-26) Job QB1212002 Truss G1 Truss Type HIP TRUSS Qty 1 Ply 2 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:48:20 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-jaEyFIvOTWHT33sOOfzxwsRM9PehhkV6c9bI7CzLud9 NOTES (18) 16) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 11-8-10 from the left end to connect truss(es) 02 (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 4 SPF) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber.18) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-2=-97, 2-4=-97, 4-5=-97, 6-10=-20 Concentrated Loads (lb) Vert: 9=-507(B) 8=-196(B) 7=-507(B) 15=-196(B) 16=-196(B) Job QB1212002 Truss G1 Truss Type HIP TRUSS Qty 1 Ply 2 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:48:20 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-jaEyFIvOTWHT33sOOfzxwsRM9PehhkV6c9bI7CzLud9 Scale = 1:27.7 T1 T2 T1 B1 W3 W4 W3 W4 W3 W1 W2 W1 W2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 4x4 4x9 4x9 4x4 3x8 3x8 4x4 3x8 1.5x4 4x4 THJA26 LUS26 LUS26 LUS26 THJA26 5-0-0 5-0-0 8-4-8 3-4-8 11-9-0 3-4-8 16-9-0 5-0-0 5-0-0 5-0-0 8-4-8 3-4-8 11-9-0 3-4-8 16-9-0 5-0-0 1-3-04-7-01-3-04-7-08.00 12 Plate Offsets (X,Y): [1:Edge,0-1-12], [2:0-6-12,0-2-0], [4:0-6-12,0-2-0], [5:Edge,0-1-12] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15NOIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.470.150.37 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.03-0.050.01 (loc) 886 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 177 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)10 =1763/0-3-8 (min. 0-1-8)6 =1763/0-3-8 (min. 0-1-8)Max Horz10 =-191(LC 5) Max Uplift 10 =-792(LC 7) 6 =-792(LC 8) Max Grav10 =1915(LC 16)6 =1915(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD1-2=-2316/1033, 2-11=-2326/1077, 11-12=-2325/1077, 3-12=-2324/1077, 3-13=-2324/1077, 13-14=-2325/1077, 4-14=-2326/1077, 4-5=-2316/1033, 1-10=-1839/801, 5-6=-1839/801 BOT CHORD 9-10=-265/339, 9-15=-945/1861, 8-15=-945/1861, 8-16=-850/1861, 7-16=-850/1861, 6-7=-118/339WEBS2-9=-218/375, 2-8=-408/740, 3-8=-608/202, 4-8=-408/740, 4-7=-218/375, 1-9=-825/1711, 5-7=-830/1711 NOTES (18)1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 lb uplift at joint 10 and 792 lb uplift at joint 6. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened totruss TC w/ 2-10d nails.14) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalentat 5-0-6 from the left end to connect truss(es) 02 (1 ply 2 X 4 SPF), CJ1 (1 ply 2 X 4SPF) to back face of bottom chord. 15) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent spaced at 1-3-12 oc max. starting at 7-0-12 from the left end to 9-8-4 to connect truss(es) 02 (1 ply 2 X 4 SPF) to back face of bottom chord. Continued on page 2 Job QB1212002 Truss G2 Truss Type HIP TRUSS Qty 1 Ply 2 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:48:29 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-yJHM8N01LHPBeS27Q2d2omJsu1fBIg7Rg3HGxBzLud0 Scale = 1:37.8 T1 T2 T1 B1 W3 W4 W5 W6 W5 W4 W3W1 W2 W1 W2 B2 SB1 1 2 3 4 5 6 13 12 11 10 9 8 7 14 15 16 17 18 19 20 21 22 23 24 5x9 5x12 MT18H 5x9 4x9 7x8 WB 3x6 7x8 7x8 5x12 MT18H 8x9 3x6 7x8 4x9 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 3-7-12 3-7-12 7-0-0 3-4-4 9-9-0 2-9-0 13-1-4 3-4-4 16-9-0 3-7-12 3-7-12 3-7-12 7-0-0 3-4-4 9-9-0 2-9-0 13-1-4 3-4-4 16-9-0 3-7-12 1-3-05-11-01-3-05-11-08.00 12 Plate Offsets (X,Y): [1:0-4-8,0-1-12], [4:0-5-0,Edge], [6:0-4-8,0-1-12], [7:0-4-8,0-0-10], [8:0-3-4,0-4-8], [9:0-4-8,0-4-12], [10:0-4-0,0-4-12], [12:0-3-0,0-4-12], [13:0-4-8,0-2-6] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15NOIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.600.440.92 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.10-0.180.03 (loc) 10-1210-127 l/defl >999>999n/a L/d 240180n/a PLATES MT20MT18H Weight: 219 lb FT = 10% GRIP 197/144197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SYP 2400F 2.0EWEBS2 X 4 SPF Stud *Except* W1: 2 X 8 SYP DSS, W2: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except end verticals, and2-0-0 oc purlins (4-7-15 max.): 3-4.BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)13 =10058/0-3-8 (req. 0-8-3)7 =10168/0-3-8 (req. 0-8-4)Max Horz 13 =-248(LC 5) Max Uplift 13 =-2024(LC 7) 7 =-2046(LC 8)Max Grav13 =10445(LC 16)7 =10556(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 1-14=-9408/1817, 2-14=-9229/1825, 2-15=-8358/1680, 3-15=-8116/1687, 3-4=-6773/1437, 4-16=-8203/1704, 5-16=-8445/1697, 5-17=-9236/1827, 6-17=-9414/1819, 1-13=-7529/1472, 6-7=-7520/1470 BOT CHORD13-18=-401/969, 12-18=-401/969, 12-19=-1563/7690, 11-19=-1563/7690, 11-20=-1563/7690, 10-20=-1563/7690, 10-21=-1334/6698, 9-21=-1334/6698, 9-22=-1425/7694, 22-23=-1425/7694, 8-23=-1425/7694, 8-24=-193/1024, 7-24=-193/1024WEBS2-12=-196/1100, 2-10=-1262/353, 3-10=-840/4112, 3-9=-140/281,4-9=-850/4268, 5-9=-1155/332, 5-8=-178/997, 1-12=-1306/7042, 6-8=-1298/6989 NOTES (18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc, 2 X 8 - 2 rows at 0-9-0 oc.Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 oc.Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.334) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1, Lu=50-0-05) Unbalanced snow loads have been considered for this design. 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 with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.10) WARNING: Required bearing size at joint(s) 13, 7 greater than input bearing size.11) All bearings are assumed to be SPF No.2 . 12) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 2024 lb uplift at joint 13 and 2046 lb uplift at joint 7.13) 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 the analysis and design of this truss. Continued on page 2 Job QB1212002 Truss G2 Truss Type HIP TRUSS Qty 1 Ply 2 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:48:29 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-yJHM8N01LHPBeS27Q2d2omJsu1fBIg7Rg3HGxBzLud0 NOTES (18) 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 16) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent spaced at2-1-10 oc max. starting at 0-3-10 from the left end to 16-5-6 to connect truss(es) T3A (1ply 2 X 4 SPF) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber.18) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-97, 3-4=-97, 4-6=-97, 7-13=-20 Concentrated Loads (lb) Vert: 13=-2037(F) 7=-2037(F) 18=-2037(F) 19=-2037(F) 20=-2037(F) 21=-2037(F) 22=-2037(F) 23=-2037(F) 24=-2037(F) Job QB1212002 Truss T3 Truss Type COMMON TRUSS Qty 17 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:46 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-8TRx2qlQAQb9y28AYW7gtDt1AZgSIb6QlDiF_PzLuUJ Scale = 1:62.8 T1 T1 B1 W6 W5 W4 W3 W5 W4 W3W1 W2 W1 W2 B1 T2 T2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 21 22 23 24 25 26 5x8 4x6 4x4 3x4 6x6 4x4 3x4 6x6 6x6 4x6 4x6 6x6 7-7-12 7-7-12 15-0-0 7-4-4 22-4-4 7-4-4 30-0-0 7-7-12 -2-0-0 2-0-0 5-2-5 5-2-5 10-1-3 4-10-13 15-0-0 4-10-13 19-10-13 4-10-13 24-9-11 4-10-13 30-0-0 5-2-5 32-0-0 2-0-0 1-3-011-3-011-8-31-3-08.00 12 Plate Offsets (X,Y): [2:0-3-0,Edge], [3:0-2-8,0-3-0], [7:0-2-8,0-3-0], [8:0-3-0,Edge], [12:0-4-0,0-3-0] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 17.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.670.830.85 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.20-0.350.11 (loc) 12-1312-1310 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 159 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W6,W5,W1: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 9-8-5 oc bracing.WEBS1 Row at midpt 6-12, 4-12, 3-14, 7-10 REACTIONS (lb/size)14 =2351/0-3-8 (req. 0-3-11)10 =2351/0-3-8 (req. 0-3-11)Max Horz 14 =481(LC 7) Max Uplift 14 =-544(LC 8) 10 =-544(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-15=-277/132, 3-16=-2463/531, 16-17=-2318/551, TOP CHORD2-15=-277/132, 3-16=-2463/531, 16-17=-2318/551, 4-17=-2156/552, 4-18=-1917/529, 5-18=-1752/543, 5-19=-1752/543, 6-19=-1917/529, 6-20=-2156/552, 20-21=-2318/551, 7-21=-2463/531, 8-22=-277/132, 2-14=-639/371, 8-10=-639/371 BOT CHORD13-14=-363/1976, 13-23=-236/1831, 23-24=-236/1831, 12-24=-236/1831, 12-25=-93/1831, 25-26=-93/1831, 11-26=-93/1831, 10-11=-186/1976WEBS5-12=-401/1452, 6-12=-838/279, 6-11=-100/321, 4-12=-838/279, 4-13=-100/321, 3-14=-2517/416, 7-10=-2517/416 NOTES (12) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-3-2 to 0-8-14, Interior(1) 0-8-14 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0, Interior(1) 18-0-0 to 29-3-2 zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) WARNING: Required bearing size at joint(s) 14, 10 greater than input bearing size.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=544, 10=544. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T3A Truss Type COMMON TRUSS Qty 9 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:57:50 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-1FgRtCoxDf5bRfRynMCc132j2A1PEPt0grgS7AzLuUF Scale = 1:61.9 T1 T3 B2 W6 W5 W4 W3 W5 W4 W3W1 W2 W8 W7 B1 T2 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 20 21 22 23 24 4x6 3x6 5x8 4x4 3x4 4x6 4x4 3x4 6x6 6x6 4x6 6x6 7-7-12 7-7-12 15-0-0 7-4-4 22-4-4 7-4-4 29-9-0 7-4-12 -2-0-0 2-0-0 5-2-5 5-2-5 10-1-3 4-10-13 15-0-0 4-10-13 19-10-13 4-10-13 24-9-11 4-10-13 29-9-0 4-11-5 1-3-011-3-011-8-31-5-08.00 12 Plate Offsets (X,Y): [2:0-3-0,Edge], [3:0-2-8,0-3-0], [11:0-4-0,0-3-4] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 17.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.680.830.86 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.20-0.340.11 (loc) 11-1211-129 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 155 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W6,W5,W1,W8: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 9-2-9 oc bracing.WEBS1 Row at midpt 6-11, 4-11, 3-13, 7-9 REACTIONS (lb/size)13 =2344/0-3-8 (req. 0-3-11)9 =2057/MechanicalMax Horz 13 =519(LC 7) Max Uplift 13 =-544(LC 8) 9 =-371(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-14=-273/132, 3-15=-2454/539, 4-15=-2309/560, 4-16=-1907/538, TOP CHORD2-14=-273/132, 3-15=-2454/539, 4-15=-2309/560, 4-16=-1907/538, 5-16=-1741/552, 5-17=-1741/551, 6-17=-1905/537, 6-18=-2135/583, 18-19=-2292/581, 7-19=-2442/562, 8-20=-338/165, 2-13=-636/371, 8-9=-362/192 BOT CHORD 12-13=-402/1968, 12-21=-276/1823, 21-22=-276/1823, 11-22=-276/1823, 11-23=-174/1813, 23-24=-174/1813, 10-24=-174/1813, 9-10=-288/1948WEBS5-11=-408/1437, 6-11=-820/288, 6-10=-121/310, 4-11=-815/278, 4-12=-100/322, 3-13=-2507/423, 7-9=-2425/377 NOTES (13)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-3-2 to 0-8-14, Interior(1) 0-8-14 to 12-0-0, Exterior(2) 12-0-0 to 15-0-0, Interior(1) 18-0-0 to 26-7-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 timesflat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 13=544, 9=371. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T3DGE Truss Type COMMON TRUSS Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 11:00:53 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ASEdIn0j7t8dunx7?I_Wyf70dxeacI8xlpVe23zLuRO Scale = 1:61.9 W1 T2 T2 W1 B1 ST7ST6 ST5 ST4 ST3ST2 ST1 ST6 ST5 ST4 ST3 ST2 ST1T1 T1 B11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 35 36 37 38 4x9 5x6 4x4 5x6 4x9 5x6 30-0-0 30-0-0 -2-0-0 2-0-0 15-0-0 15-0-0 30-0-0 15-0-0 32-0-0 2-0-0 0-8-610-8-611-8-30-8-68.00 12 TOP CHORD DROPPED FOR 2X6 OUTLOOKERS Plate Offsets (X,Y): [5:0-3-0,0-3-4], [15:0-3-0,0-3-4], [20:0-3-8,Edge], [27:0-3-0,0-3-0], [34:0-3-8,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.630.160.35 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.16-0.220.02 (loc) 191920 l/defl n/rn/rn/a L/d 12090n/a PLATES MT20 Weight: 170 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 6 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud *Except* ST7,ST6: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 9-6-15 oc purlins, except end verticals.BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.WEBS1 Row at midpt 10-27, 9-28, 11-26 REACTIONS All bearings 30-0-0.(lb) - Max Horz34=-450(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 28, 29, 30, 31, 26, 25, 24, 23 except 34=-196(LC 6), 20=-187(LC 9), 32=-133(LC 8), 33=-164(LC 7), 22=-137(LC 9), 21=-133(LC 6)Max GravAll reactions 250 lb or less at joint(s) 33, 21 except 34=445(LC 2), 20=445(LC 3), 27=440(LC 1), 28=450(LC 2), 29=408(LC 2), 30=331(LC 2), 31=317(LC 1), 32=303(LC 2), REACTIONSMax GravAll reactions 250 lb or less at joint(s) 33, 21 except 34=445(LC 2), 20=445(LC 3), 27=440(LC 1), 28=450(LC 2), 29=408(LC 2), 30=331(LC 2), 31=317(LC 1), 32=303(LC 2), 26=450(LC 3), 25=408(LC 3), 24=331(LC 3), 23=317(LC 1), 22=303(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-34=-388/179, 2-3=-360/247, 3-4=-263/216, 9-10=-3/303, 10-11=-3/303, 18-20=-388/186BOT CHORD33-34=-161/382, 32-33=-161/382, 31-32=-161/382, 30-31=-161/382, 29-30=-161/382, 28-29=-161/382, 27-28=-161/382, 26-27=-161/382, 25-26=-161/382, 24-25=-161/382, 23-24=-161/382, 22-23=-161/382, 21-22=-161/382, 20-21=-161/382 WEBS 10-27=-320/0, 9-28=-330/122, 8-29=-288/139, 11-26=-330/122, 12-25=-288/139 NOTES (16) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) -2-3-2 to 0-8-14,Exterior(2) 0-8-14 to 12-0-0, Corner(3) 12-0-0 to 15-0-0, Exterior(2) 18-0-0 to 29-3-2zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads.6) All plates are 1.5x4 MT20 unless otherwise indicated.7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement(i.e. diagonal web).9) Gable studs spaced at 2-0-0 oc.10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads.11) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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.Continued on page 2 Job QB1212002 Truss T3DGE Truss Type COMMON TRUSS Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 11:00:53 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ASEdIn0j7t8dunx7?I_Wyf70dxeacI8xlpVe23zLuRO NOTES (16) 12) All bearings are assumed to be SPF No.2 . 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 29, 30, 31, 26, 25, 24, 23 except (jt=lb) 34=196,20=187, 32=133, 33=164, 22=137, 21=133.14) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 16) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss V1 Truss Type GABLE Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:41:51 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-clEvcHBO4?GguHde5SUjfqqwVbua2tDs98sDzFzLujE Scale = 1:28.0 T1 T1 B1 ST1 ST1 1 2 3 4 5 7 6 8 9 10 11 12 13 14 153x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 13-9-0 13-9-0 6-10-8 6-10-8 13-9-0 6-10-8 4-7-08.00 12 Plate Offsets (X,Y): [3:0-2-0,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.270.150.11 DEFL Vert(LL)Vert(TL)Horz(TL) in n/an/a0.00 (loc) - - 5 l/defl n/an/an/a L/d 999999n/a PLATES MT20 Weight: 39 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 13-9-0.(lb) - Max Horz1=-176(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) except 7=-237(LC 8), 6=-237(LC 9)Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=569(LC 2), 6=569(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS2-7=-438/287, 4-6=-438/287 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-5-12 to 3-5-12,Interior(1) 3-5-12 to 3-10-8, Exterior(2) 3-10-8 to 6-10-8, Interior(1) 9-10-8 to 10-3-4zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 237 lb uplift at joint 7 and 237 lb uplift at joint 6.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss V2 Truss Type Valley Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:41:49 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-gM68BcA8YO0yezTF_1SFaPlXroCxaz1ZhqN6uNzLujG Scale = 1:21.3 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x4 1.5x4 9-9-0 9-9-0 4-10-8 4-10-8 9-9-0 4-10-8 3-3-08.00 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.53 0.160.09 DEFL Vert(LL) Vert(TL)Horz(TL) in n/a n/a0.00 (loc) - - 3 l/defl n/a n/an/a L/d 999 999n/a PLATES MT20 Weight: 26 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1 =289/9-9-0 (min. 0-1-10)3 =289/9-9-0 (min. 0-1-10)4 =450/9-9-0 (min. 0-1-10)Max Horz1 =-121(LC 6)Max Uplift1 =-110(LC 8) 3 =-117(LC 9) 4 =-72(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS2-4=-340/136 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 4 except (jt=lb) 1=110, 3=117.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss V3 Truss Type Valley Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Apr 29 10:41:47 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-j__Omw8t0mmEPgKstcQnV_fHW_VC64yGEWu?qUzLujI Scale = 1:13.9 T1 T1 B1 1 2 3 4 5 2x4 3x4 2x4 5-9-0 5-9-0 2-10-8 2-10-8 5-9-0 2-10-8 1-11-08.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.140.240.00 DEFL Vert(LL)Vert(TL)Horz(TL) in n/an/a0.00 (loc) - - 3 l/defl n/an/an/a L/d 999999n/a PLATES MT20 Weight: 13 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1 =280/5-9-0 (min. 0-1-8)3 =280/5-9-0 (min. 0-1-8)Max Horz1 =-66(LC 6)Max Uplift1 =-87(LC 8)3 =-87(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-261/111, 3-5=-261/111 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) automatic zone and C-C Exterior(2) zone; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 3.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard