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12C-130 rev truss 9-6-13 QB1212002-STIEBEL MAIN-RKH-083013-DWGSSPECIAL INSTRUCTIONS: *BASED ON PLANS DATED 10/05/2012; AND REQUESTED CHANGES. *GABLES DROPPED FOR 2X6 OUTLOOKERS. *GAS FIREPLACE. QUOTE # QB1212002 PAGE 1 DATE QUOTED:08/30/13 VALID UNTIL: 09/27/13 PRINTED ON: 08/30/13 24 West St. West Hatfield, MA 01088 r.k. Miles, Inc. (413) 247-8300 Attn:RICH BLAISE MANUFACTURERS OF ROOF & FLOOR TRUSSES 181 GOODWIN ST PO BOX 51027 INDIAN ORCHARD, MA 01151 Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187 Quote To: Phone: Job:STIEBEL RESIDENCE CLOVERDALE EXTENSION NORTHAMPTON, MA MAIN HOUSE AND CONNECTOR Brian TetreaultQuoted By: Requested By:RICH BLAISE CONTRACTOR QUOTE QTY TYPE SPAN LUMBER TOP BOT OVRHG / CANT LEFT RIGHT PITCH TOP BOT TRUSS IDPROFILE ROOF TRUSSES LOADING TCLL-TCDL-BCLL-BCDL 50.0,10.0,0.0,10.0 STRESS INCR. 1.15INFORMATION ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) PLY O/ABASE SPAN UNIT WEIGHT SHIPPING HEIGHT LAYOUTBRT 08/30/13 G2 1 8.00 0.00 16-09-00 2 X 4 2 X 6 Common Truss 2 Ply 16-09-00 9507-04-00 M1 4.00 0.00 10-06-00 02-00-002 X 4 2 X 4 Monopitch 3 10-06-00 3403-11-00 M1A 4.00 0.00 09-00-00 02-00-002 X 4 2 X 4 Monopitch 11 09-00-00 2903-05-00 M1B 4.00 0.00 07-10-00 02-00-00 2 X 4 2 X 4 MONOPITCH 5 07-10-00 3604-02-05 M1DGE 4.00 0.00 10-03-09 01-09-092 X 4 2 X 4 GABLE 1 10-03-09 3503-05-03 M2 4.00 0.00 08-00-00 02-00-002 X 4 2 X 6 Monopitch 8 08-00-00 2603-01-00 M2DGE 4.00 0.00 07-09-10 2 X 4 2 X 4 Monopitch 2 07-09-10 2102-07-03 T1 4.00 0.00 07-10-00 02-00-00 02-00-00 2 X 4 2 X 4 Special Truss 11 07-10-00 3202-10-11 T3 8.00 0.00 34-00-00 02-00-00 02-00-002 X 4 2 X 4 MOD. QUEEN 17 34-00-00 16211-09-00 T3A 8.00 0.00 31-09-00 02-00-002 X 4 2 X 4 MOD. QUEEN 9 34-00-00 15611-09-00 T3DGE 8.00 0.00 33-07-03 2 X 4 2 X 4 Common Truss 2 33-07-03 18011-02-06 T4 8.00 0.00 20-09-00 02-00-00 02-00-002 X 4 2 X 4 Common Truss 2 20-09-00 8807-04-00 T4A 8.00 0.00 16-09-00 2 X 4 2 X 4 Common Truss 1 20-09-00 7807-04-00 T4DGE 8.00 0.00 20-04-03 2 X 4 2 X 4 Common Truss 1 20-04-03 8306-09-06 V1 8.00 0.00 12-03-01 2 X 4 2 X 4 GABLE 1 12-03-01 3504-01-06 V2 8.00 0.00 08-03-01 2 X 4 2 X 4 Valley Truss 1 08-03-01 2202-09-06 V3 8.00 0.00 04-03-01 2 X 4 2 X 4 Valley Truss 1 04-03-01 901-05-06 FT-IN-16QTYLENGTH NOTES ITEMS CATEGORYITEM SPECIAL INSTRUCTIONS: *BASED ON PLANS DATED 10/05/2012; AND REQUESTED CHANGES. *GABLES DROPPED FOR 2X6 OUTLOOKERS. *GAS FIREPLACE. QUOTE # QB1212002 PAGE 2 DATE QUOTED:08/30/13 VALID UNTIL: 09/27/13 PRINTED ON: 08/30/13 24 West St. West Hatfield, MA 01088 r.k. Miles, Inc. (413) 247-8300 Attn:RICH BLAISE MANUFACTURERS OF ROOF & FLOOR TRUSSES 181 GOODWIN ST PO BOX 51027 INDIAN ORCHARD, MA 01151 Phone (413) 543-1298 Fax (413) 543-1847 Toll Free (800) 456-0187 Quote To: Phone: Job:STIEBEL RESIDENCE CLOVERDALE EXTENSION NORTHAMPTON, MA MAIN HOUSE AND CONNECTOR Brian TetreaultQuoted By: Requested By:RICH BLAISE CONTRACTOR QUOTE FT-IN-16 QTY LENGTH NOTES ITEMS CATEGORYITEM 9 HUS26 Hanger 30 LUS26 Hanger *** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER *** Approved By: Approval Date: SUB-TOTAL GRAND TOTAL PO #: Truss Engineering Corporation (TEC) strictly adheres to the 'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses' as defined by TPI Chapter 2 (available upon request) regardless of any job specific specifications unless clearly defined otherwise in writing by TEC. This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole. The building owner/owner's agent is solely responsible for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any discrepancies. Truss Engineering Corporation is NOT responsible for field verification of dimensions or special conditions. The building owner/owner's agent is responsible for coordinating all construction details between trades. The truss installer shall follow all BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses, including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or altered in any way without first contacting TEC and receiving engineering documents allowing such. Requested Delivery Date: WIDE LOAD / ESCORT FEE M1DGEM2DGEM2DGET.O.W. 8'1-1/4"T.O.W. 7'7-1/4"TRUSSES HUNG FROM2ND FLR. RIM AND/ORBEAMM1(3)M1A(11)M1B(5)T1(11)M2(8)8-00-0022-00-007-00-0091-00-0014-00-006-00-0030-00-007-00-0020-00-007-00-001-06-0016-09-0035-09-0081-00-0020-00-007-10-00Job Number:This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken orimplied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow allBCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be appliedto trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanentbracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres tothe ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specificspecifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsiblefor verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TECimmediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss EngineeringCorporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, oraltered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: QB1212002Drawn By: Brian TetreaultJob Name:Jobsite: STIEBEL RESIDENCE MAIN HOUSE ANDCONNECTORCLOVERDALE EXTENSION NORTHAMPTON MAValley Lines: 47.2 (ft) / Horizontal Overhang Lines: 286.93 (ft) / Raked Overhang Lines: 199.58 (ft)The following information is approximate and NOT guaranteed:Roof Sheathing Area: 4783.68 (ft²) / Ridge Lines: 121.15 (ft) / Hip Lines: 32.44 (ft) Job QB1212002 Truss M1 Truss Type Monopitch Truss Qty 3 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:43:36 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-eo4VvjixLgy1xGydgZXSj8W?gu6m7_x_1Lcbz6ykxEL Scale = 1:21.8 T1 W3 B1 W1 W2 1 2 3 4 6 5 7 8 9 10 3x4 3x4 3x6 1.5x4 1.5x4 1.5x4 2-0-0 2-0-0 2-2-12 0-2-12 10-6-0 8-3-4 2-2-12 2-2-12 6-0-0 3-9-4 10-6-0 4-6-0 0-5-03-11-04.00 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.82 0.620.25 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.12 -0.270.01 (loc) 5-6 5-65 l/defl >823 >363n/a L/d 240 180n/a PLATES MT20 Weight: 35 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)5 =440/Mechanical6 =772/0-5-8 (min. 0-1-8)Max Horz6 =214(LC 7)Max Uplift5 =-157(LC 6)6 =-220(LC 6) Max Grav 5 =532(LC 2) 6 =814(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-461/87, 2-7=-577/172, 7-8=-553/173, 8-9=-507/177, 3-9=-476/180, 4-5=-287/129 TOP CHORD1-2=-461/87, 2-7=-577/172, 7-8=-553/173, 8-9=-507/177, 3-9=-476/180, 4-5=-287/129 BOT CHORD 1-6=-88/461, 5-6=-197/461 WEBS 2-6=-570/314, 3-5=-475/234 NOTES (11)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 7-4-4, Exterior(2) 7-4-4 to 10-4-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.6) All bearings are assumed to be SPF No.2 . 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 5 and 220 lb uplift at joint 6. 9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T1 Truss Type Special Truss Qty 11 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:17 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-C4vhVwyr8hqp_Ow8dDtpYcBDDcXgakhTerN?vpyjz6i Scale = 1:19.3 T1 T1 B1 W3 W2 W2 W1 W1 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 4x6 4x6 1.5x4 4x6 4x6 1.5x4 1.5x4 3-11-0 3-11-0 7-10-0 3-11-0 -2-0-0 2-0-0 3-11-0 3-11-0 7-10-0 3-11-0 9-10-0 2-0-0 1-7-02-10-111-7-04.00 12 Plate Offsets (X,Y): [6:Edge,0-3-8] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.540.330.04 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.07-0.120.00 (loc) 776 l/defl >999>736n/a L/d 240180n/a PLATES MT20 Weight: 33 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W2: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 8-9, 6-10BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)8 =649/0-5-8 (min. 0-1-8)6 =649/0-5-8 (min. 0-1-8)Max Horz 8 =23(LC 8) Max Uplift 8 =-236(LC 8) 6 =-236(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-11=-266/149, 4-14=-266/147, 8-9=-553/356, 2-9=-553/356, TOP CHORD2-11=-266/149, 4-14=-266/147, 8-9=-553/356, 2-9=-553/356, 6-10=-553/266, 4-10=-553/266 NOTES (10) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-0-0 to 6-11-0,Interior(1) 6-11-0 to 9-10-0 zone; end vertical left and right exposed;C-C for membersand forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SPF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 236 lb uplift at joint 8 and 236 lb uplift at joint 6.8) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 10) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss M1A Truss Type Monopitch Truss Qty 11 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:44:11 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-6XijFh7u6RM3ee8LDQfgeXT1e?5fqrZ84HayiaykxDo Scale = 1:19.7 T1 W3 B1 W1 W2 1 2 3 4 6 5 7 8 9 2x4 3x4 4x4 1.5x4 1.5x4 1.5x4 2-0-0 2-0-0 2-1-12 0-1-12 9-0-0 6-10-4 2-1-12 2-1-12 5-5-2 3-3-6 9-0-0 3-6-14 0-5-03-5-04.00 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.64 0.450.12 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.05 -0.120.00 (loc) 5-6 5-65 l/defl >999 >657n/a L/d 240 180n/a PLATES MT20 Weight: 29 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)5 =352/Mechanical6 =684/0-3-8 (min. 0-1-8)Max Horz6 =184(LC 7)Max Uplift5 =-132(LC 9)6 =-195(LC 6) Max Grav 5 =421(LC 2) 6 =719(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-311/59, 2-7=-411/137, 7-8=-385/138, 3-8=-327/144BOT CHORD1-6=-56/310, 5-6=-153/310 BOT CHORD1-6=-56/310, 5-6=-153/310WEBS 2-6=-518/292, 3-5=-328/184 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 5-10-4, Exterior(2) 5-10-4 to 8-10-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SPF No.2 . 7) Refer to girder(s) for truss to truss connections.8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 132 lb uplift at joint 5 and 195 lb uplift at joint 6.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss M1B Truss Type MONOPITCH TRUSS Qty 5 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:23:35 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-Q?MpgZRV1nYnxxi4AP6zrlSy2gAGlfTI_JCnRFyjz7M Scale: 1/2"=1' T1 W4 B1 W2 W3W1 1 2 3 5 4 6 7 8 9 10 11 3x4 4x6 3x6 4x4 5x8 M18SHS 1.5x4 0-5-07-10-0 7-10-0 -2-0-0 2-0-0 7-10-0 7-10-0 1-7-04-2-54.00 12 Plate Offsets (X,Y): [3:0-3-8,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.910.430.35 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.11-0.270.00 (loc) 4-54-54 l/defl >816>333n/a L/d 240180n/a PLATES MT20M18SHS Weight: 37 lb FT = 10% GRIP 197/144197/144 LUMBERTOP CHORD 2 X 4 SPF 1650F 1.5EBOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W2: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 5-6BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)4 =412/Mechanical5 =679/0-5-8 (min. 0-1-8)Max Horz 5 =226(LC 7) Max Uplift 4 =-148(LC 9) 5 =-227(LC 6)Max Grav4 =494(LC 2)5 =718(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD 3-4=-369/177, 5-6=-641/338, 2-6=-641/338 BOT CHORD 4-5=-263/348 WEBS 2-4=-288/214 NOTES (12)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -2-0-0 to 1-0-0,Interior(1) 1-0-0 to 4-8-4, Exterior(2) 4-8-4 to 7-8-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 148 lb uplift at joint 4 and 227 lb uplift at joint 5.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss M1DGE Truss Type GABLE Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:45:13 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ITR9GutnVUAG4AtGrRmC9b1dr?FgMp3GKxcEt_ykxCq Scale = 1:19.5 T1 W3 B1 W2 ST3 ST2ST1 W1 1 2 3 4 6 5 13 14 5x6 3x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 5x6 2-0-0 2-0-0 2-2-12 0-2-12 10-6-0 8-3-4 2-2-12 2-2-12 6-0-0 3-9-4 10-6-0 4-6-0 3-5-34.00 12 Plate Offsets (X,Y): [1:0-3-15,Edge], [6:0-2-12,0-2-13] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.580.480.43 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.13-0.330.01 (loc) 5-65-65 l/defl >829>323n/a L/d 240180n/a PLATES MT20 Weight: 36 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud OTHERS 2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1 =514/0-5-8 (min. 0-1-8)5 =514/MechanicalMax Horz1 =185(LC 7)Max Uplift 1 =-146(LC 6) 5 =-174(LC 6) Max Grav 1 =542(LC 2)5 =592(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-1072/307, 2-13=-941/365, 3-13=-860/370 TOP CHORD1-2=-1072/307, 2-13=-941/365, 3-13=-860/370 BOT CHORD 1-6=-328/883, 5-6=-328/883 WEBS 3-5=-883/420, 2-6=0/447 NOTES (14)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 1-6-12 to 4-6-12,Interior(1) 4-6-12 to 6-1-5, Exterior(2) 6-1-5 to 10-4-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 2-0-0 oc.6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Refer to girder(s) for truss to truss connections.10) Solid blocking is required on both sides of the truss at joint(s), 1.11) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 146 lb uplift at joint 1 and 174 lb uplift at joint 5.12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss M2 Truss Type Monopitch Truss Qty 8 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:41:35 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-hXGlWLE2rViCwgCM4fs4Jd?Nn6xiHHjAC0ohEcykxGE Scale = 1:18.0 T1 W2 B1 W11 2 3 5 4 6 7 8 9 3x4 4x6 1.5x4 2x4 3x6 2-0-0 2-0-0 2-1-12 2-1-12 8-0-0 5-10-4 0-5-03-1-02-7-80-5-84.00 12 Plate Offsets (X,Y): [3:0-3-8,Edge], [4:Edge,0-1-12] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.590.100.14 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.01-0.020.00 (loc) 4-54-54 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 27 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)5 =632/0-3-8 (min. 0-1-8)4 =287/0-1-8 (min. 0-1-8)Max Horz5 =159(LC 7)Max Uplift5 =-181(LC 6) 4 =-112(LC 9) Max Grav 5 =662(LC 2) 4 =341(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-4=-279/149 TOP CHORD3-4=-279/149 WEBS 2-5=-622/359 NOTES (12) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 4-10-4, Exterior(2) 4-10-4 to 7-10-4 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members.6) All bearings are assumed to be SPF No.2 . 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grainformula. Building designer should verify capacity of bearing surface.8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 5 and 112 lb uplift at joint 4.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss M2DGE Truss Type Monopitch Truss Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:54 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-cBegGaP2Q2VZw4FGIV1VYPDS1W0QlPaw95rSjAyjz67 Scale = 1:15.4 T1 W1 B1 ST1 1 2 3 5 4 6 7 8 2x4 1.5x4 1.5x4 2x4 2x4 7-9-10 7-9-10 7-9-10 7-9-10 2-7-34.00 12 TOP CHORD DROPPED FOR2X6 OUTLOOKERS LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.92 0.900.31 DEFL Vert(LL) Vert(TL)Horz(TL) in n/a n/a0.00 (loc) - - 4 l/defl n/a n/an/a L/d 999 999n/a PLATES MT20 Weight: 21 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF 2100F 1.8EBOT CHORD 2 X 4 SPF 2100F 1.8EWEBS2 X 4 SPF StudOTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS (lb/size)4 =-650/6-0-0 (min. 0-1-8)5 =1440/6-0-0 (min. 0-1-8)Max Horz5 =135(LC 7)Max Uplift4 =-650(LC 1) 5 =-414(LC 6) Max Grav 4 =192(LC 8) 5 =1500(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-4=-248/327 TOP CHORD3-4=-248/327WEBS 2-5=-958/842 NOTES (13) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-10-13 to 3-10-13,Exterior(2) 3-10-13 to 4-7-14, Corner(3) 4-7-14 to 7-7-14 zone; end vertical left and rightexposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.7) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.8) All bearings are assumed to be SPF No.2 . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=650, 5=414. 10) Non Standard bearing condition. Review required.11) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 13) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard G2V1V2V3T3DGET3DGET4DGET4AT3(17)T3A(9)T4(2)30-00-007-00-0037-00-0030-00-007-00-0037-00-0054-00-001-06-0016-09-0035-09-0054-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-001-00-001-00-002-00-002-00-001-00-002-00-00Job Number:This non‐structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken orimplied by TEC for the structural integrity of the structure below the trusses or the affects of TEC’s product on the structure as a whole. The truss installer shall follow allBCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be appliedto trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanentbracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres tothe ‘Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses’ as defined by TPI Chapter 2 (available upon request) regardless of any job specificspecifications unless clearly defined otherwise in writing by TEC.This placement plan is Truss Engineering Corporation’sINTERPRETATION of plans and drawings as supplied to us. The building owner/owner’s agent is solely responsiblefor verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TECimmediately of any discrepancies. The building owner/owner’s agent is responsible for coordinating all construction details between trades. Truss EngineeringCorporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, oraltered in any way without first contacting TEC and receiving engineering documents allowing such.Quote Number: QB1212002Drawn By: Brian TetreaultJob Name:Jobsite: STIEBEL RESIDENCE MAIN HOUSE ANDCONNECTORCLOVERDALE EXTENSION NORTHAMPTON MAValley Lines: 47.2 (ft) / Horizontal Overhang Lines: 266.18 (ft) / Raked Overhang Lines: 224.52 (ft)The following information is approximate and NOT guaranteed:Roof Sheathing Area: 4783.68 (ft²) / Ridge Lines: 131.53 (ft) / Hip Lines: 0 (ft) Job QB1212002 Truss T4DGE Truss Type Common Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:15:34 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-buBELspwECfc7MxdboxoAiKfqW9RGY3Ei9OTbnyiiNt Scale = 1:41.1 T1 T1 B1 ST5 ST4 ST3 ST2ST1 ST4 ST3 ST2 ST1 B1 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 3x4 4x4 3x4 5x6 1-9-9 1-9-9 20-4-3 18-6-9 10-2-1 10-2-1 20-4-3 10-2-1 6-9-68.00 12 TOP CHORD DROPPED FOR2X6 OUTLOOKERS Plate Offsets (X,Y): [16:0-3-0,0-3-0] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.130.160.24 DEFL Vert(LL)Vert(TL)Horz(TL) in n/an/a0.00 (loc) - - 12 l/defl n/an/an/a L/d 999999n/a PLATES MT20 Weight: 83 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 16-9-0.(lb) - Max Horz20= 267(LC 7)Max UpliftAll uplift 100 lb or less at joint(s) 17, 18, 20, 15, 14, 12 except 19=-176(LC 7), 13=-163(LC 6)Max Grav All reactions 250 lb or less at joint(s) 19, 13 except 16=396(LC 1), 17=411(LC 2), 18=298(LC 2), 20=313(LC 2), 15=411(LC 3), 14=298(LC 3), 12=313(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD5-6=-10/278, 6-7=-10/278WEBS6-16=-278/0, 5-17=-287/127, 7-15=-287/127 WEBS6-16=-278/0, 5-17=-287/127, 7-15=-287/127 NOTES (14) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-5-12 to 3-5-12, Exterior(2) 3-5-12 to 7-2-1, Corner(3) 7-2-1 to 10-2-1, Exterior(2) 13-2-1 to 16-10-6zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.14) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 20, 15, 14, 12 except (jt=lb) 19=176, 13=163.11) Non Standard bearing condition. Review required.12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss T4 Truss Type Common Truss Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:14:39 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-iJNRo38QBIjP1vE2slSvR6YD0LJctY9835Z3ATyiiOk Scale = 1:41.6 T1 T1 B1 W4 W3 W2 W1 W3W2 W1 B1 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 3x4 4x4 3x4 5x8 4x4 3x4 1.5x4 4x4 3x4 1.5x4 2-0-0 2-0-0 2-1-12 0-1-12 10-4-8 8-2-12 18-7-4 8-2-12 18-9-0 0-1-12 20-9-0 2-0-0 2-1-12 2-1-12 6-4-0 4-2-4 10-4-8 4-0-8 14-5-0 4-0-8 18-7-4 4-2-4 20-9-0 2-1-12 0-5-07-4-00-5-08.00 12 Plate Offsets (X,Y): [9:0-4-0,0-3-0] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.360.470.71 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.07-0.180.02 (loc) 9-109-108 l/defl >999>999n/a L/d 240180n/a PLATES MT20 Weight: 89 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)8 =1214/0-3-8 (min. 0-1-14)10 =1214/0-3-8 (min. 0-1-14)Max Horz10 =-290(LC 6)Max Uplift8 =-294(LC 9) 10 =-294(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD3-12=-786/274, 12-13=-758/274, 4-13=-665/291, 4-14=-665/291, 14-15=-758/274, 5-15=-786/274BOT CHORD9-10=-201/652, 8-9=-79/652 BOT CHORD9-10=-201/652, 8-9=-79/652 WEBS 4-9=-149/368, 5-8=-985/223, 6-8=-344/262, 3-10=-985/223, 2-10=-344/263 NOTES (10)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0,Interior(1) 3-0-0 to 7-4-8, Exterior(2) 7-4-8 to 10-4-8, Interior(1) 13-4-8 to 17-9-0 zone;end vertical left and right exposed;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.6) All bearings are assumed to be SPF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=294, 10=294. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 10) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T4A Truss Type Common Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:15:07 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ti31heU_bvFROCNRVdyTa?j?NdrvRDtGVSLY9ryiiOI Scale = 1:43.5 T1 T1 B1 W4 W3W3 W1 W2 W1 W21 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 3x8 4x4 4x4 4x4 4x4 8-4-8 8-4-8 16-9-0 8-4-8 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-9-0 4-4-0 1-9-07-4-01-9-08.00 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.34 0.550.66 DEFL Vert(LL) Vert(TL)Horz(TL) in -0.09 -0.240.02 (loc) 7-8 7-86 l/defl >999 >838n/a L/d 240 180n/a PLATES MT20 Weight: 79 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)8 =963/0-3-8 (min. 0-1-8)6 =963/0-3-8 (min. 0-1-8)Max Horz8 =319(LC 7)Max Uplift8 =-229(LC 8) 6 =-229(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD2-10=-838/301, 10-11=-742/308, 3-11=-715/319, 3-12=-715/319, 12-13=-742/308, 4-13=-838/301BOT CHORD7-8=-239/716, 6-7=-111/716 BOT CHORD7-8=-239/716, 6-7=-111/716WEBS 3-7=-185/431, 2-8=-915/201, 4-6=-915/201 NOTES (10) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 2-1-12 to 5-1-12,Interior(1) 5-1-12 to 7-4-8, Exterior(2) 7-4-8 to 10-4-8, Interior(1) 13-4-8 to 15-7-4 zone;end vertical left and right exposed;C-C for members and forces & MWFRS for reactionsshown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SPF No.2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 8=229, 6=229.8) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss G2 Truss Type Common Truss Qty 1 Ply 2 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:21:01 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-WpSs_gm1EgrCscRTFzIUwfNRfKcANHCMvX5HaKyiiIm Scale = 1:43.7 T1 T1 B1 W5 W4 W3W4W3 W1 W2 W1 W2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 6x9 5x6 6x9 6x10 M18SHS 6x10 M18SHS10x12 3x6 7x8 3x6 7x8 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-9-0 4-4-0 4-4-0 4-4-0 8-4-8 4-0-8 12-5-0 4-0-8 16-9-0 4-4-0 1-9-07-4-01-9-08.00 12 Plate Offsets (X,Y): [6:Edge,0-5-8], [7:0-3-4,0-4-12], [9:0-3-4,0-4-12] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15NOIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.620.780.87 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.10-0.200.03 (loc) 8-98-96 l/defl >999>999n/a L/d 240180n/a PLATES MT20M18SHS Weight: 191 lb FT = 10% GRIP 197/144197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 6 SPF 1650F 1.5EWEBS2 X 4 SPF Stud *Except* W5,W2: 2 X 4 SPF No.2, W1: 2 X 6 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals. BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)10 =10197/0-3-8 (req. 0-8-0)6 =10260/0-3-8 (req. 0-8-1)Max Horz10 =-315(LC 5)Max Uplift 10 =-2042(LC 7) 6 =-2055(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD1-2=-8458/1713, 2-11=-6869/1444, 11-12=-6779/1450, 3-12=-6769/1461, 3-13=-6769/1461, 13-14=-6779/1450, 4-14=-6869/1444, 4-5=-8459/1713, 1-10=-7176/1473, TOP CHORD1-2=-8458/1713, 2-11=-6869/1444, 11-12=-6779/1450, 3-12=-6769/1461, 3-13=-6769/1461, 13-14=-6779/1450, 4-14=-6869/1444, 4-5=-8459/1713, 1-10=-7176/1473, 5-6=-7173/1472 BOT CHORD 10-15=-392/548, 9-15=-392/548, 9-16=-1441/6937, 8-16=-1441/6937, 8-17=-1311/6938, 7-17=-1311/6938, 7-18=-109/558, 6-18=-109/558WEBS3-8=-1495/7085, 4-8=-1947/521, 4-7=-389/1949, 2-8=-1946/520, 2-9=-388/1948, 1-9=-1295/6802, 5-7=-1294/6791 NOTES (16)1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) orback (B) face in the LOAD CASE(S) section. Ply to ply connections have been providedto distribute only loads noted as (F) or (B), unless otherwise indicated.3) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.15) Unbalanced snow loads have been considered for this design. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.9) WARNING: Required bearing size at joint(s) 10, 6 greater than input bearing size. 10) All bearings are assumed to be SPF No.2 . 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=2042, 6=2055. 12) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent spacedat 2-2-8 oc max. starting at 0-2-12 from the left end to 16-6-4 to connect truss(es) T3A(1 ply 2 X 4 SPF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber.16) All Plates 20 Gauge Unless Noted Continued on page 2 Job QB1212002 Truss G2 Truss Type Common Truss Qty 1 Ply 2 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 30 10:21:01 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-WpSs_gm1EgrCscRTFzIUwfNRfKcANHCMvX5HaKyiiIm LOAD CASE(S)Standard1) Snow: Lumber Increase=1.15, Plate Increase=1.15Uniform Loads (plf)Vert: 1-3=-97, 3-5=-97, 6-10=-20Concentrated Loads (lb) Vert: 10=-2061(F) 6=-2061(F) 8=-2061(F) 7=-2061(F) 9=-2061(F) 15=-2061(F) 16=-2061(F) 17=-2061(F) 18=-2061(F) Job QB1212002 Truss T3 Truss Type MOD. QUEEN Qty 17 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:19:44 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-ZJZ8M3NhbhXD8CUPnprfh9CFheHLcA3ClYjpi6ykxaj Scale = 1:65.6 B1 T2 T2 W3 W4 W5 W6 W5 W4 W3 W2 W1 W2 W1 B1 T1 T1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 19 20 21 22 23 24 25 26 15 16 17 183x4 4x6 3x4 5x6 4x4 5x9 4x4 3x4 5x6 4x6 1.5x4 4x6 1.5x4 3x4 2-0-0 2-0-0 8-8-0 6-8-0 17-0-0 8-4-0 25-4-0 8-4-0 32-0-0 6-8-0 34-0-0 2-0-0 5-10-8 5-10-8 11-6-7 5-7-15 17-0-0 5-5-9 22-5-9 5-5-9 28-1-8 5-7-15 34-0-0 5-10-8 0-5-011-9-00-5-08.00 12 Plate Offsets (X,Y): [3:0-2-8,0-3-0], [7:0-2-8,0-3-0], [12:0-4-8,0-3-4] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 17.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.900.970.91 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.23-0.430.10 (loc) 12-1312-1310 l/defl >999>836n/a L/d 240180n/a PLATES MT20 Weight: 163 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W5,W6: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.WEBS1 Row at midpt 4-12, 6-12, 3-14, 7-10 REACTIONS (lb/size)14 =2388/0-3-8 (req. 0-3-12)10 =2388/0-3-8 (req. 0-3-12)Max Horz 14 =-472(LC 6) Max Uplift 14 =-439(LC 8) 10 =-439(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-20=-2340/516, 4-20=-2173/540, 4-21=-1893/528, TOP CHORD3-20=-2340/516, 4-20=-2173/540, 4-21=-1893/528, 21-22=-1873/530, 5-22=-1704/553, 5-23=-1704/553, 23-24=-1873/530, 6-24=-1893/528, 6-25=-2173/540, 7-25=-2340/516 BOT CHORD 13-14=-415/1689, 13-15=-279/1777, 15-16=-279/1777, 12-16=-279/1777, 12-17=-169/1777, 17-18=-169/1777, 11-18=-169/1777, 10-11=-237/1689WEBS3-13=-41/266, 4-12=-758/292, 5-12=-393/1357, 6-12=-758/292, 7-11=-41/266, 3-14=-2633/456, 2-14=-360/210, 7-10=-2633/456, 8-10=-360/210 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-4-13, Interior(1) 3-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 30-7-3 zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.5) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.6) WARNING: Required bearing size at joint(s) 14, 10 greater than input bearing size.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 439 lb uplift at joint 14 and 439 lb uplift at joint 10.9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss T3A Truss Type MOD. QUEEN Qty 9 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:13 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-iz3Td0A9VTI4W5N2?c0bDatj4i8G0Yx8?EJCRzykxYO Scale = 1:65.6 B1 T2 T2 W3 W4 W5 W6 W5 W4 W3 W2 W1 B2 T1 T3 W81 2 3 4 5 6 7 8 13 12 11 10 9 18 19 20 21 22 23 24 14 15 16 173x4 4x6 3x4 5x6 4x4 5x9 4x4 3x4 5x6 4x6 1.5x4 3x4 4x6 2-0-0 2-0-0 8-8-0 6-8-0 17-0-0 8-4-0 25-4-0 8-4-0 31-9-0 6-5-0 5-10-8 5-10-8 11-6-7 5-7-15 17-0-0 5-5-9 22-5-9 5-5-9 28-1-8 5-7-15 31-9-0 3-7-8 0-5-011-9-01-11-08.00 12 Plate Offsets (X,Y): [3:0-2-8,0-3-0], [7:0-2-12,0-3-4], [11:0-4-8,0-3-4] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 17.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.900.970.91 DEFL Vert(LL)Vert(TL)Horz(TL) in -0.23-0.420.10 (loc) 11-1211-129 l/defl >999>836n/a L/d 240180n/a PLATES MT20 Weight: 157 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2WEBS2 X 4 SPF Stud *Except* W5,W6,W8: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORDRigid ceiling directly applied or 2-2-0 oc bracing.WEBS1 Row at midpt 4-11, 6-11, 3-13, 7-9 REACTIONS (lb/size)13 =2380/0-3-8 (req. 0-3-12)9 =2081/MechanicalMax Horz 13 =509(LC 7) Max Uplift 13 =-432(LC 8) 9 =-374(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD3-19=-2330/515, 4-19=-2163/539, 4-20=-1881/530, TOP CHORD3-19=-2330/515, 4-19=-2163/539, 4-20=-1881/530, 20-21=-1740/538, 5-21=-1692/553, 5-22=-1692/552, 22-23=-1861/530, 6-23=-1880/527, 6-24=-2129/547, 7-24=-2307/533 BOT CHORD 12-13=-450/1682, 12-14=-314/1768, 14-15=-314/1768, 11-15=-314/1768, 11-16=-170/1757, 16-17=-170/1757, 10-17=-170/1757, 9-10=-248/1639WEBS3-12=-41/263, 4-11=-735/290, 5-11=-393/1344, 6-11=-742/294, 7-10=-48/295, 3-13=-2623/457, 2-13=-357/212, 7-9=-2468/431 NOTES (12)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 3-2-2, Interior(1) 3-2-2 to 13-9-14, Exterior(2) 13-9-14 to 17-0-0, Interior(1) 20-2-2 to 28-3-8 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.6) WARNING: Required bearing size at joint(s) 13 greater than input bearing size.7) All bearings are assumed to be SPF No.2 . 8) Refer to girder(s) for truss to truss connections.9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) except (jt=lb) 13=432, 9=374.10) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss T3DGE Truss Type Common Truss Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:41 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-VhLmX7FvU3sQs4lm1GIRWgBPkHj?CYQ?AaBGlQyjz6K Scale: 3/16"=1' T2 T2 B1 ST8ST7ST6ST5 ST4 ST3 ST2 ST1 ST7 ST6 ST5 ST4 ST3 ST2 ST1 T1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 35 36 3x4 4x4 3x4 3x4 5x6 3x4 31-9-9 31-9-9 33-7-3 1-9-9 16-9-9 16-9-9 33-7-3 16-9-9 11-2-68.00 12 TOP CHORD DROPPED FOR 2X6 OUTLOOKERS Plate Offsets (X,Y): [27:0-3-0,0-3-0] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.250.350.25 DEFL Vert(LL)Vert(TL)Horz(TL) in n/an/a0.01 (loc) - - 20 l/defl n/an/an/a L/d 999999n/a PLATES MT20 Weight: 180 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF Stud *Except* ST8,ST7: 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORDRigid ceiling directly applied or 6-0-0 oc bracing.WEBS1 Row at midpt 10-27, 9-28, 8-29, 11-26, 12-25 REACTIONS All bearings 30-0-0.(lb) - Max Horz34=-450(LC 6)Max Uplift All uplift 100 lb or less at joint(s) 28, 29, 30, 31, 32, 26, 25, 24, 23, 22 except 33=-313(LC 7), 34=-235(LC 6), 21=-290(LC 6), 20=-201(LC 7) Max GravAll reactions 250 lb or less at joint(s) 21 except 27=458(LC 1), 28=446(LC 2), 29=400(LC 2), 30=326(LC 2), 31=316(LC 1), 32=298(LC 2), 33=268(LC 6), 34=398(LC 2), 26=451(LC 3), 25=399(LC 3), 24=327(LC 3), 23=315(LC 1), 22=299(LC 3), REACTIONSMax GravAll reactions 250 lb or less at joint(s) 21 except 27=458(LC 1), 28=446(LC 2), 29=400(LC 2), 30=326(LC 2), 31=316(LC 1), 32=298(LC 2), 33=268(LC 6), 34=398(LC 2), 26=451(LC 3), 25=399(LC 3), 24=327(LC 3), 23=315(LC 1), 22=299(LC 3), 20=400(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.TOP CHORD2-3=-258/296, 6-7=-34/266, 7-35=0/344, 8-35=0/348, 8-9=0/437,9-10=0/507, 10-11=0/505, 11-12=0/435, 12-36=0/346, 13-36=0/341, 13-14=-11/264, 17-18=-230/266BOT CHORD1-34=-217/252WEBS 10-27=-450/0, 9-28=-328/110, 8-29=-280/144, 2-34=-272/133, 11-26=-328/110, 12-25=-279/144, 18-20=-273/133 NOTES (14) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) gable end zone and C-C Corner(3) 0-5-12 to 3-10-2,Exterior(2) 3-10-2 to 13-5-4, Corner(3) 13-5-4 to 16-9-9, Exterior(2) 20-1-14 to 29-9-1zone; end vertical left and right exposed;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1.33 plate grip DOL=1.332) Truss designed for wind loads in the plane of the truss only. For studs exposed towind (normal to the face), see Standard Industry Gable End Details as applicable, orconsult qualified building designer as per ANSI/TPI 1.3) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc.7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.8) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members, with BCDL = 10.0psf.9) All bearings are assumed to be SPF No.2 . 10) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 28, 29, 30, 31, 32, 26, 25, 24, 23, 22 except (jt=lb) 33=313, 34=235, 21=290, 20=201. 11) Non Standard bearing condition. Review required.Continued on page 2 Job QB1212002 Truss T3DGE Truss Type Common Truss Qty 2 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Mon Aug 26 14:24:42 2013 Page 2 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-zuv8kTFXFM_GUEKybzpg3tjZUh3Ex?f9OExqIsyjz6J NOTES (14) 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 14) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard Job QB1212002 Truss V1 Truss Type GABLE Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:27 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-IgvmaoLxCn35BFSkqYGtnXSGkL71I5yCDPixx9ykxYA Scale = 1:25.3 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 8 7 6 9 10 3x4 4x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-4-3 12-4-3 6-2-2 6-2-2 12-4-3 6-2-2 0-0-64-1-60-0-68.00 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.32 0.100.11 DEFL Vert(LL) Vert(TL)Horz(TL) in n/a n/a0.00 (loc) - - 5 l/defl n/a n/an/a L/d 999 999n/a PLATES MT20 Weight: 36 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-4-3.(lb) - Max Horz1=-157(LC 6)Max UpliftAll uplift 100 lb or less at joint(s) 1, 5 except 8=-258(LC 8), 6=-258(LC 9)Max GravAll reactions 250 lb or less at joint(s) 1, 5 except 7=337(LC 1), 8=488(LC 2), 6=488(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS3-7=-251/37, 2-8=-422/291, 4-6=-422/291 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=258, 6=258.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss V2 Truss Type Valley Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:36 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-XPy9StSa4YCpndeSsxw_fRKnm_Cwv9mXIJOwl8ykxY1 Scale = 1:18.6 T1 T1 B1 ST1 1 2 3 4 5 6 7 8 2x4 4x4 2x4 1.5x4 8-4-3 8-4-3 4-2-2 4-2-2 8-4-3 4-2-2 0-0-62-9-60-0-68.00 12 LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLLBCDL 38.5 10.00.0 *10.0 SPACING Plates Increase Lumber IncreaseRep Stress IncrCode 2-0-0 1.15 1.15YESIRC2009/TPI2007 CSI TC BCWB(Matrix) 0.36 0.120.07 DEFL Vert(LL) Vert(TL)Horz(TL) in n/a n/a0.00 (loc) - - 3 l/defl n/a n/an/a L/d 999 999n/a PLATES MT20 Weight: 22 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2OTHERS2 X 4 SPF StudBRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1 =243/8-4-3 (min. 0-1-8)3 =243/8-4-3 (min. 0-1-8)4 =378/8-4-3 (min. 0-1-8)Max Horz1 =-102(LC 6)Max Uplift1 =-97(LC 8) 3 =-101(LC 9) 4 =-66(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.WEBS2-4=-286/117 NOTES (11) 1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow);Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 3=101.9) This truss is designed in accordance with the 2009 International Residential Codesections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job QB1212002 Truss V3 Truss Type Valley Truss Qty 1 Ply 1 CLOVERDALE EXT. NORTHAMPTON, MA Job Reference (optional)7.250 s Jan 25 2012 MiTek Industries, Inc. Fri Aug 23 15:22:43 2013 Page 1 Truss Engineering Corp., Indian Orchard, MA 01151 ID:j_0BddqaqHpxSDbhuUjtn9y96zc-qltpwHYzRh4p6igpmvYdRv62cobY2LbYvvaoUEykxXw Scale = 1:9.4 T1 T1 B1 1 2 3 2x4 3x4 2x4 4-4-3 4-4-3 2-2-2 2-2-2 4-4-3 2-2-2 0-0-61-5-60-0-68.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf)TCLL(Ground Snow=50.0)TCDLBCLL BCDL 38.5 10.00.0 * 10.0 SPACING Plates IncreaseLumber IncreaseRep Stress IncrCode 2-0-0 1.151.15YESIRC2009/TPI2007 CSI TCBCWB(Matrix) 0.070.120.00 DEFL Vert(LL)Vert(TL)Horz(TL) in n/an/a0.00 (loc) - - 3 l/defl n/an/an/a L/d 999999n/a PLATES MT20 Weight: 10 lb FT = 10% GRIP 197/144 LUMBERTOP CHORD 2 X 4 SPF No.2BOT CHORD 2 X 4 SPF No.2BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1 =198/4-4-3 (min. 0-1-8)3 =198/4-4-3 (min. 0-1-8)Max Horz1 =47(LC 7)Max Uplift1 =-62(LC 8)3 =-62(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (11)1) Wind: ASCE 7-05; 120mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp B;enclosed; MWFRS (low-rise) automatic zone and C-C Exterior(2) zone; end vertical leftand right exposed;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pg= 50.0 psf (ground snow); Pf=38.5 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.13) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany other live loads.6) * This truss has been designed for a live load of 20.0psf on the bottom chord in allareas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord andany other members.7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in theanalysis and design of this truss. 11) All Plates 20 Gauge Unless Noted LOAD CASE(S)Standard