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31C-038 (2) ENERGY STAR VERSION 2.5 HOME VERIFICATION SUMMARY Date: April 16, 2012 Rating No.: Property: l_ot2 Beachwood at Village Hil Rating Org.: Center for EcoTechnology Northampton, MA 01060 Raters Name: Josy Raycroft Builder's Name: Wright builders, inc. Rater's ID: Building Name: Farmhouse - (bonus rm) Rating Date: 2/8/12 Building Information Ratings Conditioned Area (sq ft): 3291 HERS Index: 48 Conditioned Volume (cubic ft): 25592 HERS Index w/o PV: 48 Insulated Shell Area (sq ft): 6754 HERS Index Target (SAF Adjusted): 69 Number of Bedrooms: 5 HERS Index of Reference Design Home: 69 Housing Type: Single- family detached Size Adjustment Factor: 1.00 Foundation Type: Conditioned basement Building Shell • Ceiling w /Attic: R60,CE16 ",4 -24 U =0.016 Window/Wall Ratio: 0.17 Vaulted Ceiling: R41,LDF,12 -16,C U =0.028 Window Type: U:0.22, SHGC:0.23 Above Grade Walls: R35,LDF 8 ",2hdf inl* U =0.027 Window U- Value: 0.220 Found. Walls (Cond): Superior 2 "rigd +R21 f R =31.0 Window SHGC: 0.230 Found. Walls (Uncond): None Infiltration: Htg: 2.50 Clg: 2.50 ACHSO Frame Floors: OW truss 12 -24 LDF U =0.023 Duct Leakage to Outside: 30.00 CFM @ 25 Pascals Slab Floors: R10edge,Rl5under U =0.037 Total Duct Leakage: 40.00 CFM @ 25 Pascals Mechanical Systems Heating: Fuel -fired air distribution, 58.0 kBtuh, 96.7 AFUE. Cooling: Air conditioner, 24.0 kBtuh, 14.5 SEER. Water Heating: Conventional, Gas, 0.65 EF. Programmable Thermostat: Heat =Yes; Cool =Yes Ventilation System: Balanced: ERV, 78 cfm, 45.0 watts. Note: Where feature level varies in home, the dominant value is shown. This home MEETS OR EXCEEDS the EPA's requirements for an ENERGY STAR Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. REM /Rate - Residential Energy Analysis and Rating Software v12.96 This information does not constitute any warranty of energy cost or savings. © 1985 -2011 Architectural Energy Corporation, Boulder, Colorado. Building Elements Type U -Value Area Window U:0.22, SHGC:0.23 0.220 24.9 Window U:0.26, SHGC:0.25 0.260 40.0 Window U:0.22, SHGC:0.23 0.220 50.1 Window U:0.22, SHGC:0.23 0.220 41.4 Window U:0.22, SHGC:0.23 0.220 72.2 Window U:0.26, SHGC:0.25 0.260 7.4 Window U:0.22, SHGC:0.23 0.22Q 73.0 Window U:0.22, SHGC:0.23 0.220 14.0 Window U:0.45, SHGC:0.55 0.450 9.0 Door R7 steel insul 0.126 16.0 Door R5 steel insul**** 0.168 12.0 Door R8 steel insul**** 0.108 20.0 Door R8 steel insul**** 0.108 20.0 Floors Over Garage Floor OW truss 12 -24 LDF 0.023 534.0 Basement Walls Wall Superior 2 "rigd +R21f 0.033 896.0 Wall Superior 2 "rigd +R21f 0.033 128.0 REM /Rate - Residential Energy Analysis and Rating Software v12.96 © 1985 -2011 Architectural Energy Corporation, Boulder, Colorado. • 2009 IECC OVERALL BUILDING UA COMPLIANCE Date: April 16, 2012 Rating No.: Building Name: Farmhouse - (bonus rm) Rating Org.: Center for EcoTechnology Owner's Name: Wright Builders Phone No.: 414 - 923 -8116 Property: Lot2 Beachwood at Village Hil Rater's Name: Josy Raycroft Address: Northampton, MA 01060 Rater's No.: • Builder's Name: Wright builders, inc. Weather Site: Northampton, MA Rating Type: Projected Rating File Name: Wright Builders - Montague Farmhouse Cottage (t Rating Date: 2/8/12 Elements Insulation Levels 2009 IECC As Designed Shell UA Check Ceilings: 44.8 27.0 Above -Grade Walls: 130.5 65.5 Windows and Doors: 174.5 107.1 Floors Over Garage: 17.6 12.0 Basement Walls: 67.0 34.1 Overall UA (Design must be equal or lower): 434.4 245.7 Window U- Factor Check (Section 402.5) Window U- Factor (Design must be equal or lower): 0.480 0.229 This home MEETS the overall thermal performance requirements and verifications of the International Energy Conservation Code on a climate zone of 5A. (Section 402, International Energy Conservation Code, 2009 edition.) In fact, this home surpasses the requirements by 43.4 %. Building Elements Type U -Value Area Ceilings Roof R60,CE16 ",4 -24 0.016 916.0 Roof R60,CE16 ",4 -24 0.016 365.0 Roof R40 attic hatch 0.024 6.0 Roof R41,LDF,12 -16,C 0.028 205.3 Above -Grade Walls Wall R35,LDF 8 ",2hdf inl* 0.027 1901.2 Wall R35,LDF 8 ",2hdf inl` 0.027 49.0 Wall R35,LDF 8 ",2hdf inl* 0.027 99.0 Joist rim /amb 0.041 112.0 Joist band /amb 0.041 77.0 Joist band /attic 0.041 35.0 Joist rim /garage 0.041 16.0 Windows and Doors Window U:0.22, SHGC:0.23 0.220 98.6 REM /Rate - Residential Energy Analysis and Rating Software v12.96 This information does not constitute any warranty of energy cost or savings. © 1985 -2011 Architectural Energy Corporation, Boulder, Colorado. Return Branch Detail Table Grill Htg Clg TEL Design Veloc Diam H x W Stud /Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening (in) Matl Trunk rb1 Ox 0 1000 1000 91.0 0.00 0 0 Ox 0 ShMt ' wrIghtof Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:06 �*✓MPl C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 2 i' )\VI•:h . \1R Duct System Summary Job: Beachwood Date: May 08, 2012 l ` j t C Entire House By: 1 V Powers Air Email: powersair @comcast.net Project Information For: Wright Raker Heating Cooling External static pressure 0.01 in H2O 0.01 in H2O Pressure losses 0.03 in H2O 0.03 in H2O Available static pressure 0.0 in H2O 0.0 in H2O Supply / return available pressure -0.02 / 0.00 in H2O -0.02 / 0.00 in H2O Lowest friction rate 0.00 in /100ft 0.00 in /100ft Actual air flow 1000 cfm 1000 cfm Total effective length (TEL) 479 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk 112 bath h 138 23 8 -0.01 0 Ox 0 ShMt 19.0 125.0 st2 Mud h 516 62 32 -0.01 0 Ox 0 ShMt 14.0 190.0 st2 kitchen c 1984 54 121 -0.01 0 Ox 0 ShMt 23.0 190.0 st1 dining c 2048 90 125 -0.01 0 Ox 0 ShMt 36.0 125.0 st1 family c 1641 92 100 -0.01 0 Ox 0 ShMt 23.0 200.0 st2 M Bed h 2478 185 152 -0.01 0 Ox 0 ShMt 29.0 245.0 st3 Mbath h 106 8 6 -0.01 0 Ox 0 ShMt 50.0 235.0 st3 bath h 80 13 5 -0.01 0 Ox 0 ShMt 71.0 230.0 st3 bed 1 h 1550 96 95 -0.01 0 Ox 0 ShMt 77.0 230.0 st3 landing c 808 36 49 0.00 0 Ox 0 ShMt 58.5 315.0 st3 bed 3 h 900 58 55 -0.01 0 Ox 0 ShMt 75.0 240.0 st3 bed 2 h 963 63 59 0.00 0 Ox 0 ShMt 82.5 305.0 st3 Storage h 229 41 14 -0.01 0 Ox 0 ShMt 80.0 220.0 st4 Mech h 368 50 23 -0.01 0 Ox 0 ShMt 90.0 145.0 st4 play room c 2541 126 155 -0.01 0 Ox 0 ShMt 100.0 210.0 st4 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st1 Peak AVF 145 247 -0.01 0 0 8 x 0 ShtMetl st2 Peak AVF 177 140 -0.01 0 0 8 x 0 ShtMetl st3 Peak AVF 460 421 0.00 0 0 8 x 0 ShtMetl st4 Peak AVF 218 192 -0.01 0 0 8 x 0 ShtMetl Bold /italic values have been manually overridden -4- /R�...11 wrlghtsoft. Right - Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:06 C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 ii Level 3 Storage 30 cfrti Me1 37 cfm play room 112 cin Job #: Beechwood Powers Air Scale: 1 : 103 Performed for: Page 3 Wright Raker Right - Suite® Universal 7.1.23 RSU10010 2012 - May -08 14:51:38 powersair @comcast.net ...Wrightsoft HVAC \Wright Raker.rup Level 2 _ I 136 cfm M Bed 38 cfrn 6 cfm Mbath landir. 42 cfm bath - 49 cfm 9cfm bed 72 cfm Job #: Beechwood Powers Air Scale: 1 : 103 Performed for: Page 2 Wright Raker Right - Suite® Universal 7.1.23 RSU10010 2012- May -08 14:51:38 powersair @comcast.net ...Wrightsoft HVAC \Wright Raker.rup Level 1 1/ 2 bath 1 17 cfm 1 48 cfm t� �— — 7 kitchen 97 cfm 744 cfm 91 cfm • dining 73 cfm family r Job #: Beechwood Powers Air Scale: 1 : 103 Performed for: Page 1 Wright Raker Right - Suite® Universal 7.1.23 RSU10010 2012- May -08 14:51:38 powersair @comcast.net ...Wrightsoft HVAC \Wright Raker.rup pi :',, i i :' ',ii; Right -J® Worksheet Job: Beechwood jj 1 ' Entire House Date: May 08, 2012 I 1 �' r 1 ( By: Powers Air Email: powersair @comcast.net 1 Room name Mech play room 2 Exposed wall 26.0 ft 62.0 ft 3 Ceiling height 9.0 ft heat /cool 9.0 ft heat/cool 4 Room dimensions 14.0 x 12.0 ft 28.0 x 14.0 ft 5 Room area 168.0 ft' 392.0 ft' i 1 1 1 1 i Ty Construction U -value Or I HTM I Area (ft') Load Area (ft') Load number (Btuh /ft' - °F; (Btuh /ft') or perimeter (ft) (Btuh) I or perimeter (ft) (Btuh) Heat Cool Gross I N /P /S Heat I Cool I Gross I N /P /S Heat I Cool 6 15E19 -Ow -8 0.073 n 2.98 0.01 126 105 298 0 0 0 0 0 4A5 -2ov 0.470 n 34.31 8.88 0 0 0 0 0 0 0 0 11P0 0.290 n 21.17 6.96 21 21 445 146 0 0 0 0 15E19 -0w -8 0.073 e 3.02 0.02 108 108 351 7 153 137 412 1 11 4A5 -2ov 0.470 e 34.31 26.55 0 0 0 0 16 0 549 425 15E19 -Ow -8 0.073 s 2.90 0.01 0 0 0 0 252 232 713 5 4A5 -2ov 0.470 s 34.31 10.91 0 0 0 0 20 13 686 218 D 11P0 0.290 s 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -Ow -8 0.073 w 3.09 0.04 0 0 0 0 153 153 498 10 4A5 -2ov 0.470 w 34.31 26.55 0 0 0 0 0 0 0 0 D 11P0 0.290 w 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 168 168 270 176 392 392 630 410 F 21A -32t 0.020 - 1.46 0.00 168 168 245 0 392 392 572 0 6 c) AED excursion -6 -45 Envelope loss /gain 1609 322 4060 1023 12 a) Infiltration 248 35 591 84 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances /other 0 900 Subtotal (lines 6 to 13) 1857 357 4651 2467 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1857 357 4651 2467 15 Duct loads 3% 3% 56 11 3% 3% 140 74 Total room load 1 1 1 19121 3681 1 ( 47901 25411 Air required (cfm) 50 23 126 155 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. - w.-I hta* VS • Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 8 ) k". ',)); Right -J® Worksheet Job: Beechwood I j Entire House Date: May 08, 2012 I l V ; By: Powers Air Email: powersair @comcast.net 1 Room name bed 2 Storage 2 Exposed wall 25.0 ft 26.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 12.0 x 12.0 ft 14.0 x 12.0 ft 5 Room area 144.0 ft' 168.0 ft' Ty Construction U -value Or I HTM Area (f Load Area (ft') Load number (Btuh /ft' - °F; (Btuh /ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) (Btuh) Heat Cool Gross I N /P /S Heat I Cool I Gross N /P /S Heat I Cool 6 1.f 15E19 -0w -8 0.073 n 2.98 0.01 0 0 0 0 126 126 410 8 � 4A5 -2ov 0.470 n 34.31 8.88 0 0 0 0 0 0 0 0 11P0 0.290 n 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -0w -8 0.073 e 3.02 0.02 117 105 317 1 0 0 0 0 11 4A5 -2ov 0.470 e 34.31 26.55 12 0 412 319 0 0 0 0 15E19 -0w -8 0.073 s 2.90 0.01 108 88 245 0 0 0 0 0 4A5 -2ov 0.470 s 34.31 10.91 20 13 686 218 0 0 0 0 III D 11P0 0.290 s 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -0w -8 0.073 w 3.09 0.04 0 0 0 0 108 108 351 7 4A5 -2ov 0.470 w 34.31 26.55 0 0 0 0 0 0 0 0 D 11P0 0.290 w 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 144 144 231 150 168 168 270 176 F 21A-32t 0.020 - 1.46 0.00 144 144 210 0 168 168 245 0 6 c) AED excursion -17 -4 Envelope loss /gain 2101 671 1276 187 12 a) Infiltration 238 34 248 35 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances /other 0 0 Subtotal (lines 6 to 13) 2339 935 1524 222 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2339 935 1524 222 15 Duct loads 3% 3% 70 28 3% 3% 46 7 Total room load Air required (cfm) l I I 2409 963 1570 229 63 59 I 41 I 14 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. �c .4• wo- Iyhtara >tt Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 AC•-•^ C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 7 i \, 1) \ ip. Right -J® Worksheet Job: Beechwood � r ' Entire House Date: May 08, 2012 ' , t f By: Powers Air Email: powersair @comcast.net 1 Room name landing bed 3 2 Exposed wall 12.0 ft 25.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat /cool 4 Room dimensions 12.0 x 14.0 ft 12.0 x 13.0. ft 5 Room area 168.0 ft' 156.0 ft' 1 1 1 1 i T Construction U -value Or HTM Area ft' Load Area ft' Load y number (Btuh /ft' - °F; I (Btuh /ft') I or perimeter (ft) ( (Btuh) or perimeter (ft) (Btuh) Heat I Cool I Gross I N /P /S Heat Cool Gross I N /P /S Heat Cool 6 Val 15E19 -0w -8 0.073 n 2.98 0.01 108 96 287 0 108 96 287 0 � 4A5 -2ov 0.470 n 34.31 8.88 12 0 412 107 12 0 412 107 11P0 0.290 n 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -0w -8 0.073 e 3.02 0.02 0 0 0 0 117 105 317 1 11 4A5 -2ov 0.470 e 34.31 26.55 0 0 0 0 12 0 412 319 15E19 -0w -8 0.073 s 2.90 0.01 0 0 0 0 0 0 0 0 4A5 -2ov 0.470 s 34.31 10.91 0 0 0 0 0 0 0 0 f D 11P0 0.290 s 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -0w -8 0.073 w 3.09 0.04 0 0 0 0 0 0 0 0 4A5 -2ov 0.470 w 34.31 26.55 0 0 0 0 0 0 0 0 D 11P0 0.290 w 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 168 168 270 176 156, 156 751 163 F 21A -32t 0.020 - 1.46 0.00 168 168 245 0 156 156 228 0 6 c) AED excursion I -14 22 Envelope loss /gain If 1214 268 1906 610 12 a) Infiltration 114 16 238 34 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances /other 500 0 Subtotal (lines 6 to 13) 1328 784 2144 874 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1328 784 2144 874 15 Duct loads 3% 3% 40 24 3% 3% 64 26 I Total room load 1 1 1 13681 8081 1 1 22081 9001 Air required (cfm) 36 49 58 55 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. w.- ht*.c t" Right - Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 C: \Users \Drew\ Documents 1Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 6 iti ,,,.,, I ,;, ; %Ii, Right -J® Worksheet Job: Beechwood ` T Entire House Date: May 08, 2012 , .a By: Powers Air Email: powersair @comcast.net 1 Room name bath bed 1 2 Exposed wall 7.0 ft 39.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 9.0 x 7.0 ft 12.0 x 11.0 It 5 Room area 63.0 ft' 132.0 ft' ' T Construction U -value Or HTM Area ft' Load Area ft' Load y number (Btuh /ft' - °F) I (Btuh /ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) (Btuh) Heat Cool t I Gross I N /P /S 1 Heat I Cool Gross I N /P /S Heat I Cool 6 Vy 15E19 -Ow -8 0.073 n 2.98 0.01 0 0 0 0 0 0 0 0 ` I G 4A5 -2ov 0.470 n 34.31 8.88 0 0 0 0 0 0 0 0 . D 11PO 0.290 n 21.17 6.96 0 0 0 0 0 0 0 0 4/ 15E19 -Ow -8 0.073 e 3.02 0.02 0 0 0 0 81 69 200 0 11 I G 4A5 -2ov 0.470 e 34.31 26.55 0 0 0 0 12 0 412 319 15E19 -Ow -8 0.073 s 2.90 0.01 0 0 0 0 162 138 399 0 4A5 -2ov 0.470 s 34.31 10.91 0 0 0 0 24 15 823 262 LLL��ppp 11P0 0.290 s 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -Ow -8 0.073 w 3.09 0.04 63 63 205 4 108 88 245 0 4A5 -2ov 0.470 w 34.31 26.55 0 0 0 0 20 0 686 531 D 11P0 0.290 w 21.17 6.96 0 0 0 0 0 0 0 0 C 168 -44ad 0.022 - 1.61 1.04 63 63 101 66 132 112, 212 138 F 21A -32t 0.020 - 1.46 0.00 63 63 92 0 132 132 193 0 6 c) AED excursion 1 -27 Envelope loss /gain 398 69 3169 1222 12 a) Infiltration 67 9 372 53 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances /other 0 0 Subtotal (lines 6 to 13) 465 78 3541 1505 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 465 78 3541 1505 15 Duct loads 3% 3% 14 2 3% 3% 106 45 Total room load I I I 479 801 I I 36471 15501 Air required (cfm) 13 5 96 95 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. •+}1-- w.- htacsY°t Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 5 `, ',,,) 6: •=.., I p. Right -J® Worksheet Job: Beechwood 1 1 r+� ,`t Entire House Date: May 08, 2012 i l �' By: Powers Air Email: powersair @comcast.net 1 Room name M Bed Mbath 2 Exposed wall 78.0 ft 0 ft 3 Ceiling height 9.0 ft heaUcool 9.0 ft heat/cool 4 Room dimensions 22.0 x 22.0 ft 10.0 x 10.0 if 5 Room area 484.0 ft' 100.0 ft' I Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh /ft' - ° F) I (Btuh /ft') I or perimeter (ft) (Btuh) I or perimeter (ft) (Btuh) Heat I Cool Gross N /P /S Heat I Cool I Gross I N /P /S Heat I Cool 6 Vt/ 15E19 -0w -8 0.073 n 2.98 0.01 252 216 628 0 0 0 0 0 f {-G 4A5 -2ov 0.470 n 34.31 8.88 36 0 1235 320 0 0 0 0 . D 11P0 0.290 n 21.17 6.96 0 0 0 0 0 0 0 0 . Vi/ 15E19 -0w -8 0.073 e 3.02 0.02 54 54 176 4 0 0 0 0 11 -G 4A5 -2ov 0.470 e 34.31 26.55 0 0 0 0 0 0 0 0 w 15E19 -0w -8 0.073 s 2.90 0.01 198 178 537 1 0 0 0 0 I-- G 4A5 -2ov 0.470 s 34.31 10.91 20 13 686 218 0 0 0 0 111 D 11P0 0.290 s 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -Ow -8 0.073 w 3.09 0.04 198 174 516 0 0 0 0 0 4A5 -2ov 0.470 w 34.31 26.55 24 0 823 637 0 0 0 0 D 11P0 0.290 w 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 484 484 777 506 100 100 161 104 F 21A -32t 0.020 - 1.46 0.00 484 484 707 0 100 100 146 0 6 c) AED excursion 155 -2 Envelope loss /gain 6086 1840 307 103 12 a) Infiltration 743 105 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances /other 0 0 Subtotal (lines 6 to 13) 6829 2406 307 103 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 6829 2406 307 103 15 Duct loads 3% 3% 205 72 3% 3% 9 3 T Air otal room required loa (cfm d ) I I I 7034 24781 I I 3161 1061 185 152 8 6 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. wrligphtssaV Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 4 , ,,1 ):c.. IF! Right -J® Worksheet Job: Beechwood 1 1 Entire Hou Date: May 08, 2012 �` :a By: Powers Air Email: powersair @comcast.net 1 Room name dining family 2 Exposed wall 30.0 ft 40.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 17.0 x 13.0 ft 13.0 x 20.0 ft 5 Room area 221.0 ft' 260.0 ft' i i 1 i 1 t Ty Construction U -value Or I HTM I Area (ft') Load I Area (ft') Load number (Btuh /ft' - °F) (Btuh /ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N /P /S Heat I Cool I Gross N /P /S Heat Cool 6 VN 15E19 -0w -8 0.073 n 2.98 0.01 0 0 0 0 0 0 0 0 4A5 -2ov 0.470 n 34.31 8.88 0 0 0 0 0 0 0 0 11P0 0.290 n 21.17 6.96 0 0 0 0 0 0 0 0 . W 15E19 -0w -8 0.073 e 3.02 0.02 117 101 295 0 63 51 141 0 11 -G 4A5 -2ov 0.470 e 34.31 26.55 16 0 549 425 12 0 412 319 1.1_ D 15E19 -0w -8 0.073 s 2.90 0.01 153 108 258 0 117 93 253 0 4A5 -2ov 0.470 s 34.31 10.91 24 15 823 262 24 15 823 262 11P0 0.290 s 21.17 6.96 21 21 445 146 0 0 0 0 15E19 -Ow -8 0.073 w 3.09 0.04 0 0 0 0 180 180 585 12 4A5 -2ov 0.470 w 34.31 26.55 0 0 0 0 0 0 0 0 D 11P0 0.290 w 21.17 6.96 0 0 0 0 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 221 221 355 231 260 260 418 272 F 21A-32t 0.020 - 1.46 0.00 221 221 323 0 260 260 380 0 6 c) AED excursion -36 -15 Envelope loss /gain 3048 1028 3011 849 12 a) Infiltration 286 41 381 54 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 3 690 Appliances /other 0 0 Subtotal (lines 6 to 13) 3333 1 988 3392 1593 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3333 1988 3392 1593 15 Duct loads 3% 3% 100 60 3% 3% 102 48 Total room load 3433 2048 3494 1641 Air required (cfm) I 90 125 I I 92 1001 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. r., -44.- wr�ght* Vt Right - Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 A C C:\ Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 3 V% 1 i' .11 •' Right -J® Worksheet Job: Beechwood I jI T Entire House Date: May 08, 2012 I �`' ; By: Powers Air Email: powersair @comcast.net 1 Room name Mud kitchen 2 Exposed wall 28.0 ft 27.0 ft 3 Ceiling height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 12.0 x 14.0 ft 15.0 x 12.0 ft 5 Room area 168.0 ft' 180.0 ft' i t r i 1 t Ty Construction U -value Or HTM Area ft' Load Area ft' Load y number (Btuh /ft' - °F) (Btuh /ft') or perimeter (ft) I (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross N /P /S Heat Cool Gross N /P /S I Heat Cool 6 Vtl 15E19 -Ow -8 0.073 n 2.98 0.01 135 114 327 0 135 123 375 2 I � C 4A5 -2ov 0.470 n 34.31 8.88 0 0 0 0 12 0 412 107 O 11P0 0.290 n 21.17 6.96 21 21 445 146 0 0 0 0 . W 15E19 -0w -8 0.073 e 3.02 0.02 0 0 0 0 108 96 287 0 11 -G 4A5 -2ov 0.470 e 34.31 26.55 0 0 0 0 12 0 412 319 i./ .....1 15E19 -0w -8 0.073 s 2.90 0.01 63 63 205 4 0 0 0. 0 4A5 -2ov . 0.470 s 34.31 10.91 0 0 0 0 0 0 0 0 111 D 11P0 0.290 s 21.17 6.96 0 0 0 0 0 0 0 0 15E19 -Ow -8 0.073 w 3.09 0.04 54 33 64 0 0 0 0 0 4A5 -2ov 0.470 w 34.31 26.55 0 0 0 0 0 0 0 0 111 D 11P0 0.290 w 21.17 6.96 21 21 445 146 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 168 168 270 176 0 0 0 0 F 21A -32t 0.020 - 1.46 0.00 168 168 245 0 180 180 263 0 6 c) AED excursion -9 I 3 Envelope loss /gain 2000 463 I 1749 430 12 a) Infiltration 267 38 257 36 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances /other 0 1000 Subtotal (lines 6 to 13) 2267 501 2006 1926 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2267 501 2006 1926 15 Duct loads 3% 3% 68 15 3% 3% 60 58 Total room load 1 1 1 2335 5161 1 1 20661 19841 Air required (cfm) 62 32 54 121 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ma w.-IcrhtrcaVt • Right- Suite® Universal 7.1.23 RSU10010 2012- May -08 14:50:04 ACC C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 2 '''' 1 F . +)); • Right -J® Worksheet Job: Beechwood I j 1 Entire House Date: May 08, 2012 ! t By: Powers Air Email: powersair @comcast.net 1 Room name Entire House 1/2 bath 2 Exposed wall 438.0 ft 13.0 ft 3 Ceiling height 9.0 ft d 9.0 ft heat/cool 4 Room dimensions 7.0 x 6.0 ft 5 Room area 2846.0 ft' 42.0 ft' ' I Ty Construction U -value Or HTM Area (ft') Load Area (f1') Load number (Btuh /ft' - ° F) I (Btuh /ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) (Btuh) Heat 1 Cool I Gross N /P /S Heat Cool Gross N /P /S Heat Cool 6. V 15E19 -0w -8 0.073 n 2.98 0.01 1053 931 2775 10 63 55 162 0 t 4- -p G 4A5 -2ov 0.470 n 34.31 8.88 80 0 2745 711 8 0 274 71 11P0 0.290 n 21.17 6.96 42 42 889 292 0 0 0 0 . V✓ 15E19 -0w -8 0.073 e 3.02 0.02 918 826 2496 12 0 0 0 0 11 -G 4A5 -2ov 0.470 e 34.31 26.55 92 0 3157 2442 0 0 0 0 15E19 -Ow -8 0.073 s 2.90 0.01 1053 900 2610 10 0 0 0 0 4A5 -2ov 0.470 s 34.31 10.91 132 169 4529 1440 0 0 0 0 D 11P0 0.290 s 21.17 6.96 21 21 445 146 0 0 0 0 T 15E19 -0w -8 0.073 w 3.09 0.04 918 853 2639 37 54 54 176 4 -G 4A5 -2ov 0.470 w 34.31 26.55 44 0 1510 1168 0 0 0 0 D 11P0 0.290 w 21.17 6.96 21 21 445 146 0 0 0 0 C 16B -44ad 0.022 - 1.61 1.04 2666 2666 4282 2786 42 42. 67 44 F 21A -32t 0.020 - 1.46 0.00 2846 2846 4155 0 42 42 61 0 6 c) AED excursion 0 -2 Envelope loss /gain 32674 9201 741 116 12 a) Infiltration 4172 592 124 18 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 16 3680 0 0 Appliances /other 2400 0 Subtotal (lines 6 to 13) 36847 15873 865 134 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 36847 15873 865 134 15 Duct loads 3% 3% 1105 476 3% 3% 26 4 Total room load Air required (cfm) I I 37952 16349 891 138 I 1000 1000 I I 231 8 Printout certified by ACCA to meet all requirements of Manual J 8th Ed. . 44. w,-IpMtarsaf Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 / C C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 r I)()\\ i.IZ. \ IR AED Assessment Job: Beechwood Date: May 08, 2012 Ij � Entire House By: 1 Powers Air Email: powersair @comcast.net Project Information For: Wright Raker Design Conditions Location: Indoor: Heating Cooling Springfield Westover AFB, MA, US Indoor temperature ( °F) 68 75 • Elevation: 190 ft Design TD ( °F) 73 12 Latitude: 42 °N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 47.9 24.1 Dry bulb ( °F) -5 87 Infiltration: Daily range ( °F) - 19 ( M ) Wet bulb (°F) - 71 Wind speed (mph) 15.0 7.5 Test for Adequate Exposure Diversity I -burly Glazing Load $coo - H 5 E N O N a FD 1,033 0I 1 1 1 1 1 1 I I I 1 8 9 10 11 12 13 14 15 16 17 18 19 20 Hour of Day / Hourly Average / AED limit Maximum hourly glazing load exceeds average by 18.3 %. House has adequate exposure diversity (AED), based on AED limit of 30 %. AED excursion: 0 Btuh Bold /italic values have been manually overridden ��+�- Ad - wrightsoft' Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 k'( )w,r, P Iii Project Summa Job: Beachwood J Date: May 08, 2012 Entire �� _ C Powers Air By: . Email: powersair @comcast.net Pro'ect Information For: Wright Raker Notes: Desi • n Information Weather: Springfield Westover AFB, MA, US Winter Design Conditions Summer Design Conditions Outside db -5 °F Outside db 87 °F Inside db 68 °F Inside db 75 °F Design TD 73 °F Design TD 12 °F Daily range M Relative humidity 50 % Moisture difference 24 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 36847 Btuh Structure 15873 Btuh Ducts 1105 Btuh Ducts 476 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 37952 Btuh Use manufacturer's data n Rate /swing multiplier 0.92 Infiltration Equipment sensible load 15041 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 1 (Average) Structure 3935 Btuh Ducts 75 Btuh Heating Cooling Central vent (0 cfm) 0 Btuh Area (ft 2846 2846 Equipment latent load 4010 Btuh Volume (ft 3646 3646 Air changes /hour 0.44 0.06 Equipment total load 19051 Btuh Equiv. AVF (cfm) 52 45 Req. total capacity at 0.55 SHR 2.3 ton Heating Equipment Summary Cooling Equipment Summary Make Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 96 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 1000 cfm Actual air flow 1000 cfm Air flow factor 0.026 cfm /Btuh Air flow factor 0.061 cfm /Btuh Static pressure 0.01 in H2O Static pressure 0.01 in H2O Space thermostat Load sensible heat ratio 0.80 Bold /italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. ' - wrlyhtso?t Right - Suite® Universal 7.1 .23 RSU10010 2012- May -08 14:50:04 AC C: \Users\ Drew\ Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 1'(:1\A 1 Rti 1i4; Component Constructions Job: Beachwood Date: May 08, 2012 Fl Entire House By: 1 V Powers Air Email: powersair @comcast.net Pro'ect Information For: Wright Raker Design Conditions Location: Indoor: Heating Cooling Springfield Westover AFB, MA, US Indoor temperature ( ° F) 68 75 Elevation: 190 ft Design TD ( ° F) 73 12 Latitude: 42 °N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 47.9 24.1 Dry bulb ( °F) - 87 Infiltration: Dailyrange ( °F) - 19 ( M ) Method Simplified Wetbulb( °F) - 71 Construction quality Tight Wind speed (mph) 15.0 7.5 Fireplaces 1 (Average) Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain ft' Btuh/f- °F ft'- °F /Btuh Btuh/ft' Btuh Btuh,'ft' Btuh Walls 15E19 -0w -8: Bg wall, heavy dry or light damp soil, r -19 core, 2 "x6" n 931 0.041 19.0 2.98 2775 0.01 10 metal int frm, plywood, wood framing wall, r -19 cav ins, 6" thk, 1/2" e 826 0.041 19.0 3.02 2496 0.02 12 gypsum board int fnsh s 900 0.041 19.0 2.90 2610 0.01 10 w 853 0.041 19.0 3.09 2639 0.04 37 all 3510 0.041 19.0 3.00 10519 0.02 69 Partitions (none) Windows 4A5 -2ov: 2 glazing, clr low -e outr, argon gas, vnl frm mat, clr innr, 1/2" n 80 0.470 0 34.3 2745 8.88 711 gap, 1/4" thk; 50% drapes, medium; 50% outdoor insect screen; 1.6 ft e 92 0.470 0 34.3 3157 26.5 2442 overhang (4 ft window ht, 1.6 ft sep.) 5 132 0.470 0 34.3 4529 10.9 1440 w 44 0.470 0 34.3 1510 26.5 1168 all 348 0.470 0 34.3 11940 16.6 5761 Doors 11 P0: Door, mtl pur core type n 42 0.290 10.5 21.2 889 6.96 292 s 21 0.290 10.5 21.2 445 6.96 146 w 21 0.290 10.5 21.2 445 6.96 146 all 84 0.290 10.5 21.2 1778 6.96 585 Ceilings 16B -44ad: Attic ceiling, asphalt shingles roof mat, r -44 ceil ins, 1/2" 2666 0.022 44.0 1.61 4282 1.04 2786 gypsum board int fnsh Floors 21A -32t: Bg floor, heavy dry or light damp soil, tile flr fnsh 2846 0.020 0 1.46 4155 0 0 wr ightsoft Right- Suite® Universal 7.1.23 RSU10010 2012- May -08 14:50:04 A C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 re( ., , , , - 1 R 1rf Building Analysis Job: Beechwood g y Date: May 08, 2012 [ Entire House By: 114/AC Powers Air ■ Email: powersair @comcast.net Pro'ect Information For: Wright Raker Desi • n Conditions Location: Indoor: Heating Cooling Springfield Westover AFB, MA, US Indoor temperature ( °F) 68 75 Elevation: 190 ft Design TD ( °F) 73 12 Latitude: 42 °N Relative humidity ( %) 50 50 Outdoor: Heating Cooling Moisture difference (gr /Ib) 47.9 24.1 Drybulb ( °F) -5 87 Infiltration: Dailyrange ( °F) - 19 ( M ) Method Simplified Wet bulb ( °F) - 71 Construction quality Tight Wind speed (mph) 15.0 7.5 Fireplaces 1 (Average) Heatin • Component Btuh/ft Btuh % of Toad Walls 3.0 10519 27.7 " Glazing 34.3 11940 31.5 Walls Doors 21.2 1778 4.7 l 1.6 4282 11.3 Floors 1.5 4155 10.9 Infiltration 9.5 4172 11.0 Ducts 1105 2.9 9= Piping 0 0 Humidification 0 0 °- Ventilation 0 0 elaz,„ Adjustments 0 Total 37952 100.0 Coolin • Component Btuh /ft Btuh % of load Other Walls 0.0 69 0.4 Glazing 16.6 5761 35.2 Doors 7.0 585 3.6 Ceilings 1.0 2786 17.0 Glazing J m,ema;ce;ns Floors 0 0 0 Infiltration 1.4 592 3.6 Ducts 476 2.9 Ventilation 0 0 Internal gains 6080 37.2 Blower 0 0 Adjustments 0 Total 16349 100.0 O° Ceilings Latent Cooling Load = 4010 Btuh Overall U -value = 0.047 Btuh /ft - °F Data entries checked. Bold /italic values have been manually overridden ,A -fF- wrlphtaiof't' Right - Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 A . A C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 g Entire House d 2846 37952 16349 1000 1000 Other equip loads 0 0 Equip. @ 0.92 RSM 15041 Latent cooling 4010 TOTALS 1 2846 I 37952 I 19051 I 1000 I 1000 Bold /italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. C: \User 111s1.1� wrightsa Rig ht- Suite® Universal 7.1 .23 R SU 10010 2012- May -08 14:50:04 s \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 2 O( )ry i .i i6 . \ E R Load Short Form Job: Beechwood Date: May 08, 2012 11\ Entire House By: j �� Powers Air Email: powersair @comcast.net Project Information For: Wright Raker Design Information Htg Clg Infiltration Outside db ( °F) -5 87 Method Simplified Inside db ( °F) 68 75 Construction quality Tight Design TD ( °F) 73 12 Fireplaces 1 (Average) Daily range - M Inside humidity ( %) , 50 50 Moisture difference (gr /Ib) 48 24 HEATING EQUIPMENT COOLING EQUIPMENT Make . Make Trade Trade Model Cond GAMA ID Coil ARI ref no. Efficiency 96 AFUE Efficiency 0 SEER Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 1000 cfm Actual air flow 1000 cfm Air flow factor 0.026 cfm /Btuh Air flow factor 0.061 cfm /Btuh Static pressure 0.01 in H2O Static pressure 0.01 in H2O Space thermostat Load sensible heat ratio 0.80 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ftf) (Btuh) (Btuh) (cfm) (cfm) 1/2 bath 42 891 138 23 8 Mud 168 2335 516 62 32 kitchen 180 2066 1984 54 121 dining 221 3433 2048 90 125 family 260 3494 1641 92 100 M Bed 484 7034 2478 185 152 Mbath 100 316 106 8 6 bath 63 479 80 13 5 bed 1 132 3647 1550 96 95 landing 168 1368 808 36 49 bed 3 156 2208 900 58 55 bed 2 144 2409 963 63 59 Storage 168 1570 229 41 14 Mech 168 1912 368 50 23 play room 392 4790 2541 126 155 Bold /italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 8th Ed. Ad" Wrig17t90ft` g Ri ht- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 . A VI C _CIE DHW Report Job: Beechwood jj Date: May 08, 2012 r Powers Air By: Email: powersair @comcast.net Project Information For: Wright Raker c g ° e � 2 - - "y Design Criteria Occupants Not occupied during the day Age Number Dishwasher 0 -5 0 Clothes washer 6 -13 2 Additional use (gpd) 0 14 -59 2 Setpoint ( °F) 120 60+ 0 Daily use (gpd) 61 Gas conventional (40 gal, 0.60 EF) Manufacturer Tank size (gal) 40 Trade name Energy factor 0.60 Model Input (MBtuh) 0.0 GAMA model ID 1st hour (gal) 60 Recovery eff. ( %) 77 wrightsoft= Right- Suite® Universal 7.1.23 RSU10010 2012-May-08 14:50:04 JI C: \Users \Drew \Documents \Wrightsoft HVAC \Wright Raker.rup Calc = MJ8 Orientation = N Page 1 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 V2 Valley Truss 1 1 Job Reference (optional) ' Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:53 2012 Pag41 I D:dC3y51 aJCI HyYjyh W UgYyzn DJk -Xrbh UfD155iREaKW ps5QFm6H RCS4H UrxRUpEIZzNbRK 3 -0-8 6 -1 -0 3 -0-8 _ 3 -0-8 3x4 Scale = 1:12.7 2 5 7.00 12 4 .----- I / �� a /�' ' - \ 3 1 / -- 9 B1 rc 2x4 2x4 6 -1-0 6 -1-0 Plate Offsets (X,Y): [2:0- 2- 0,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.27 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 " Code IRC2009/TP12007 (Matrix) Weight: 14 Ib FT = 10 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (11) BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; LOAD CASE(S) BRACING enclosed; MWFRS (low -rise) automatic zone and C -C Exterior(2) zone; cantilever left Standard TOP CHORD and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber Structural wood sheathing directly applied or 6 -0 -0 oc purlins. DOL =1.33 plate grip DOL =1.33 BOT CHORD 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); Rigid ceiling directly applied or 10 -0 -0 oc bracing. Category 11; Exp B; Partially Exp.; Ct =1.1 REACTIONS (lb/size) ze) 3) Unbalanced snow loads have been considered for this design. 1 = 293/6 -1 -0 (min. 0 -1 -8) 4) Gable requires continuous bottom chord bearing. 3 = 293/6 -1 -0 (min. 0 -1 -8) 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with Max Horz any other live Toads. 1 = -42(LC 6) 6) * This truss has been designed for a live Toad of 20.0psf on the bottom chord in all Max Uplift areas where a rectangle 3-6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and 1 = -49(LC 8) any other members. 3 = -49(LC 8) 7) All bearings are assumed to be SPF No.2 . 8) Provide mechanical connection (by others) of truss to bearing plate capable of FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. withstanding 100 Ib uplift at joint(s) 1. 3. TOP CHORD 9) This truss is designed in accordance with the 2009 International Residential Code T 290/82, 3 -5 =- 290/82 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 1 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) All Plates 20 Gauge Unless Noted Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 V1 Valley Truss 1 1 Job Reference (optional) • Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:49 2012 Peg& 1 I D:dC3y51 aJCIHyYjyhW UgYyzn DJk- f4MAelAF 1 sC ?Iy01a01 U5wxV2b7hLgPLWsrl 9ozNbRO 5-0-8 10 -1-0 5-0-8 + 5-0-8 4x4 = Scale =1:18.8 2 V ,. 7.00112 �� 7 6 g 11'1 ST1 �„ \� 3 1 �/�� coA'J B1 co 4 2x4 1.5x4 2x4 1 0 -1 -0 10 -1-0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.56 Vert(LL) n/a - n/a 999 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.17 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Wei 9 BCDL 10.0 ht 26 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (11) BOT CHORD 2 X 4 SPF No.2 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp B; OTHERS 2 X 4 SPF Stud enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) zone; cantilever left BRACING and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber TOP CHORD DOL =1.33 plate grip DOL =1.33 Structural wood sheathing directly applied or 6 -0 -0 oc puriins. 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); BOT CHORD Category II; Exp B; Partially Exp.; Ct =1.1 Rigid ceiling directly applied or 10 -0 -0 oc bracing. 3) Unbalanced snow loads have been considered for this design. REACTIONS (lb/size) 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with 1 = 286/10 -1 -0 (min. 0 -1 -10) 3 = 286/10 -1 -0 (min. 0 -1 -10) any other live loads. 4 = 482/10 -1 -0 (min. 0 -1 -10) 6)) * ' Thhis is truss truss has been designed for a live load of 20.Opsf on the bottom chord in all Max Horz areas where a rectangle 3-6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and 1 = -75(LC 6) any other members. 7) All bearings are assumed to be SPF No.2 . Max Uplift 8) Provide mechanical connection (by others) of truss to bearing plate capable of 1 = -62(LC 8) withstanding 100 Ib uplift atjoint(s) 1, 3, 4. 3 = -67(LC 9) 9) This truss is designed in accordance with the 2009 International Residential Code 4 = -32(LC 8) sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the BS analysis and design of this truss. WE 2-4 370/96 11) All Plates 20 Gauge Unless Noted LOAD CASE(S) Standard Job Truss Truss Type Qty , Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 T2GE COMMON TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:47 2012 Page 1 I D:d C3y51 aJCIHyYjyh W UgYyznDJk -jh EQDc8 ?V FyH WftMTb_ 0 ?VSGUnSQtim33YMw4vzNbRQ -0 -10-8 13 -0 -0 26 -0 -0 2q-1q-8 1 0.10.8 13-0 -0 13 -0 -0 0.10 -8 4x4 = Scale = 1:52.5 8 L DDITIONAL 10 PSF ADDED 9 O TCDL FOR OPTIONAL \\ 10 31 6 �/ ) 10 5 11 30 �� 33 d 4 12 0o � 6 \ -- ST5 S�i�S 13 �/ ° T4 I 74 , S.TI3 I " ST3 • 3x4 ST2 3x4 �A 2 ��T1 T1 1415 1 ! H � ��'• � ' 7 01 J '9 • o 29 28 27 34 26 25 24 23 22 21 20 19 18 17 16 2x4 H 3x4 = 2x4 H 26-0-0 26 -0 -0 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 15 n/r 120 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 15 n/r 90 TCDL 20.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 130 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent BOT CHORD 2 X 4 SPF No.2 TOP CHORD with any other live loads. WEBS 2 X 6 SPF 1650F 1.5E 2- 29=- 317/87, 7 -8 =- 117/260, 8 -9 =- 117/260, 14 -16 =- 317/87 11)' This truss has been designed for a live load of 20.0psf on the bottom chord in all OTHERS 2 X 4 SPF Stud WEBS areas where a rectangle 3 -6 -0 tat by 1 -0 -0 wide will fit between the bottom chord and BRACING 7 -24 =- 343/69, 6 -25 =- 304/85, 3 -28 =- 281/123, 9-22 =- 343/69, any other members, with BCDL = 10.0psf. TOP CHORD 10 -20 =- 304/85, 13 -17 =- 281/121 12) All bearings are assumed to be SPF No2 . Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. 13) Provide mechanical connection (by others) of truss to bearing plate capable of BOT CHORD NOTES (16) withstanding 100 Ib uplift at joint(s) 29, 16, 24, 25, 26, 27, 22, 20, 19, 18 except (jt =lb) Rigid ceiling directly applied or 6 -0 -0 oc bracing. 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; 28 =115, 17 =106. WEBS enclosed; MWFRS (low -rise) gable end zone and C -C Corner(3) - 0 -10 -8 to 2 -1 -8, 14) This truss ional accordance i designed esigned ccordance with the 2009 International Residential Code 1 Row at midpt 8 -23 Exterior(2) 2 -1 -8 to 10 -0 -0, Comer(3) 10 -0-0 to 13 -0 -0, Exterior(2) 16 -0 -0 to 23 -10 -8 sections R502 de and d R802.10.2 or and referenced standard A ional 11. zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the REACTIONS All bearings 26 -0 -0. reactions shown; Lumber DOL =1.33 plate grip DOL =1.33 analysis and design of this truss. (Ib) - Max Horz 2) Truss designed for wind loads in the plane of the truss only For studs exposed to 16) All Plates 20 Gauge Unless Noted 29=- 217(LC 6) wind (normal to the face), see MiTek "Standard Gable End Detail' Max Uplift 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASE(S) All uplift 100 Ib or less atjoint(s) 29, 16, 24, 25, 26, 27, Category II; Exp B; Partially Exp.; Ct =1.1 Standard 22, 20, 19, 18 except 28=- 115(LC 7), 17=- 106(LC 9) 4) Unbalanced snow loads have been considered for this design. Max Gray 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times All reactions 250 Ib or Tess at joint(s) except 29= 343(LC 1), flat roof Toad of 38.5 psf on overhangs non - concurrent with other live Toads. 16= 343(LC 1), 23= 304(LC 1), 24= 463(LC 2), 25= 422(LC 2), 6) All plates are 1.5x4 MT20 unless otherwise indicated. 26= 366(LC 2), 27= 282(LC 1), 28= 330(LC 2), 22= 463(LC 3), 7) Gable requires continuous bottom chord bearing. 20= 422(LC 3), 19= 366(LC 3), 18= 282(LC 1), 17= 330(LC 3) 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 9) Gable studs spaced at 2 -0 -0 oc. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 T2ASGE GABLE 1 1 , Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:39 2012 Page 1 I D:dC3y51 aJCIHyYjyh VVUgYyznDJk- y91OYt2zOoxQZQFq ?wr8hpXjpZW p ?zotDIQVoNzNbRY - 0 -10 -8 7-0 -11 13 -0 -0 { 18 -11 -5 26 -0-0 0 -10 -8 7 -0 -11 5 -11 -5 5 -11 -5 7 -0 -11 Scale = 1:53.5 5x6 = 3x4 4 % v ADDITIONAL 10 PSF ADDED ' TO TCDL FOR OP1 '. ANELS 36 �37 O N 3x4 4x4 — 35 5 5 38 4x6 3 /% _ 5 4 39 � iT7 � T4 \� 40 33 j 6x6 11 - T3 1 ST16 - T6 3 ' 8 4x6 ,� 2 9�� 6 2 % �'11J1 � /� g �O 1 � .� D ti' 0 m �, r r. � 9 41 42 10 43 44 9 8 45 46 11 7 4x6 == 4x4 = 4x4 = 4x9 = 2012#/ -209# 4x4 = 8 -9 -8 17 -2 -8 26 -0-0 8 -9 -8 8 -5 -1 8 -9 -8 Plate Offsets (X,Y): [2:0- 4- 1,Edge], [4:0- 1- 0,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft LJd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.87 Vert(LL) -0.30 8 -10 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -0.46 8 -10 >661 180 TCDL 20.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 7 n/a n/a BCLL 0.0 * Code IRC2009/TPI2007 (Matrix) Weight: 174 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times BOT CHORD 2 X 4 SPF No.2 TOP CHORD flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. WEBS 2 X 4 SPF Stud *Except* 2- 3 3/235, 33 -34 =- 727/246, 3 -34 =- 574/261, 3 -35 =- 2401/305, 6) All plates are 1.5x4 MT20 unless otherwise indicated. W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5E, W6: 2 X 8 SYP DSS 35-36=-2224/315, 4 -36 =- 2205/328, 4 -37 =- 2206/333, 7) Gable studs spaced at 2 -0 -0 oc. OTHERS 2 X 4 SPF Stud 37 -38 =- 2229/320, 5 -38 =- 2406/310, 5-39 =- 329/171, 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with BRACING 39 -40 =- 500/156, 6- 40=- 684/155, 2 -11 =- 905/276, 6 -7 =- 618/171 any other live loads. TOP CHORD BOT CHORD 9)* This truss has been designed fora live load of 20.Opsf on the bottom chord in all Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except end verticals. 11 -41 =- 151/2087, 41 -42 =- 151/2087, 10 -42 =- 151/2087, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and BOT CHORD 10 -43 =- 39/1496, 43 -44 =- 39/1496, 9-44 =- 39/1496, 8 -9 =- 39/1496, any other members, with BCDL = 10.Opsf. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 8 -45 =- 156/2090, 45-46 =- 156/2090, 7 -46 =- 156/2090 10) All bearings are assumed to be SPF No.2 . WEBS WEBS 1 Row at mid pt 3 -11, 5 -7 4 -8 =- 115/1008, 5 -8 =- 629/204, 4- 10=- 112/993, 3-10=-611/200, 11) Refer to girder(s) for truss to truss connections. P 12) Provide mechanical connection (by others) of truss to bearing plate capable of 3 -11 =- 1785/72, 5 -7 =- 2036/132 withstanding 100 Ib uplift at joint(s) except (jt =lb) 11 =209, 7 =158. REACTIONS (Ib /size) 13) This truss is designed in accordance with the 2009 International Residential Code 11 = 2012/0 -3 -8 (min. 0 -3 -3) NOTES (15) sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7 = 1878 /Mechanical 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. 11; Exp B; 14) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Max Horz enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8, analysis and design of this truss. 11 = 226(LC 7) Interior(1) 2 -1 -8 to 10 -0 -0, Exterior(2) 10-0 -0 to 13 -0 -0, Interior(1) 16 -0 -0 to 22 -8-6 zone; 15) All Plates 20 Gauge Unless Noted Max Uplift cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 11 = - 209(LC 8) shown; Lumber DOL =1.33 plate grip DOL =1.33 LOAD CASE(S) 7 = - 158(LC 9) 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Standard wind (normal to the face), see MiTek "Standard Gable End Detail" FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); TOP CHORD Category 11; Exp B; Partially Exp.; Ct =1.1 2- 33=- 933/235, 33 -34 =- 727/246, 3 -34 =- 574/261, 3 -35 =- 2401/305, 4) Unbalanced snow loads have been considered for this design. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 T2A COMMON TRUSS 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:34 2012 Page 1 ID:dC3y51 aJCIHyYjyhVVUgYyznDJk- bByW9 rZFJ7SfNsCNFz _ mps3YpeKiZ831jk7AzNbRd -o 0 -8 7 -0 -11 13 -0 -0 18 -11 -5 26 -0-0 0-10 4 8 7-0-11 { 5 -11 -5 5 -11 -5 7 -0 -11 5x6 = Scale = 1:51.0 4 ADDITIONAL 10 PSF ADDED 16 TO TCDL FOR OPTIRIq V PANELS 1 16 4x4 14 ��17 4x6 3 �� 5 13 — 18 • , /' \ / j 4 / \ 19 �� 6x6 II 12 /;* .3 4x6 / 2 - Y �1 it J° 0 .4 20 21 10 22 23 9 8 24 25 7 11 4x6 = 4x4 = 4x4 = 4x9 -_- 2012#/ -209# 4x4 = 8 -9 -8 17 -2-8 26 -0 -0 8 -9-8 8 -5 -1 8 -9 -8 Plate Offsets (X,Y): [2:0- 4- 1,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.87 Vert(LL) -0.30 8 -10 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -0.46 8 -10 >661 180 TCDL 20.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 7 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Wei 9 BCDL 10.0 ht: 118 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with BOT CHORD 2 X 4 SPF No2 TOP CHORD any other live loads. WEBS 2 X 4 SPF Stud *Except* 2- 12=- 933/235, 12 -13 =- 727/246, 3- 13=- 574/261, 3 -14 =- 2401/305, 6)* This truss has been designed for a live load of 20.0psf on the bottom chord in all W4: 2 X 4 SPF No.2, W112 X 6 SPF 1650F 1.5E, W6: 2 X 8 SYP DSS 14 -15 =- 2224/315, 4 -15 =- 2205/328, 4 -16 =- 2206/333, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide wit fit between the bottom chord and BRACING 16 -17 =- 2229/320, 5-17 =- 2406/310, 5 -18 =- 329/171, any other members, with BCDL = 10.0psf. TOP CHORD 18- 19=- 500/156, 6-19 =- 684/155, 2 -11 =- 905/276, 6-7 =- 618/171 7) All bearings are assumed to be SPF No.2 . Structural wood sheathing directly applied or 2 -2 -0 oc pudins, except end verticals. BOT CHORD 8) Refer to girder(s) for truss to truss connections. BOT CHORD 11 -20 =- 151/2087, 20 -21 =- 151/2087, 10- 21=- 151/2087, 9) Provide mechanical connection (by others) of truss to bearing plate capable of Rigid ceiling directly applied or 10 -0 -0 oc bracing. 10 -22 =- 39/1496, 22 -23 =- 39/1496, 9- 23=- 39/1496, 8 -9 =- 39/1496, withstanding 1001b uplift connection except (jt =lb) 11 =209, 7 =158. WEBS 8 -24 =- 156/2090, 24- 25=- 156/2090, 7- 25=- 156/2090 10) This truss is designed in accordance with the 2009 International Residential Code 1 Row at midpt 3- 11,5 -7 WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4- 8=- 115/1008, 5-8 =- 629/204, 4- 10=- 112/993, 3 -10 =- 611/200, 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the REACTIONS (Ib /size) 3 -11 =- 1785/72, 5 -7 =- 2036/132 analysis and design of this truss. 11 = 2012/0 -3 -8 (min. 0 -3 -3) 12) All Plates 20 Gauge Unless Noted 7 = 1878 /Mechanical NOTES (12) Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. 11; Exp B; LOAD CASE(S) 11 = 226(LC 7) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8, Standard Max Uplift Intedor(1) 2 -1-8 to 10 -0 -0, Exterior(2) 10 -0 -0 to 13 -0 -0, Interior(1) 16-0 -0 to 22 -8-6 zone; 11 = - 209(LC 8) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 7 = - 158(LC 9) shown; Lumber DOL =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); FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Category II; Exp B; Partially Exp.; Ct =1.1 TOP CHORD 3) Unbalanced snow Toads have been considered for this design. 2 -12 =- 933/235, 12- 13=- 727/246, 3 -13 =- 574/261, 3-14=-2401/305, 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 T2 COMMON TRUSS 9 1 Job Reference (optional) - Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:28 2012 Page 1 I D:dC3y51 aJCI HyYjyhW UgYyznDJk -m 1 bEEE6w4zPZkkwis69ZkVZr77m Fw0MGh5GQvWzNbRj 0 10 7-0 -11 5-11-5 5 -11 5 7-0-11 26-10-8 10-8 5x6 Scale = 1:52.5 4 P 7.001T2 16 17 ADDITIONAL 10 PSF ADDED � 18 TO TCDL FOR OPTIONAL PV PIN ELS 15 4x4 3 �� 5 9 14 .----:: 19 r` zo 6x6 I. 3 ��A 6x6 II 2 2,7::z j \ - 6 7 o o • 1� / a_� II Bl 1 .- 12 21 22 11 23 24 10 9 25 26 8 4x6 = 4x4 = 4x4 = 4x6 =_ 4x4 = 2015#/ -209# 2015#/ -209# 8 -9-8 _ 17 -2-8 26 -0 -0 I 8 -9-8 8 -5 -1 8 -9 -8 Plate Offsets (X,Y): 12:0- 4- 1,Edgel, [6:0 -4- 1,0 -0 -0) LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.90 Vert(LL) -0.29 9 -11 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.91 Vert(TL) -0.46 9 -11 >673 180 TCDL 20.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Wei 9 BCDL 10.0 ht: 118 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with BOT CHORD 2 X 4 SPF No2 TOP CHORD any other live loads. WEBS 2 X 4 SPF Stud *Except* 2 -13 =- 935/235, 13 -14 =- 729/247, 3 -14 =- 576/261, 3 -15 =- 2405/303, 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all W4: 2 X 4 SPF No.2, W1: 2 X 6 SPF 1650F 1.5E 15 -16 =- 2228/313, 4 -16 =- 2210/326, 4 -17 =- 2210/326, areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and BRACING 17 -18 =- 2228/313, 5-18 =- 2405/303, 5 -19 =- 576/261, TOP CHORD 19 -20 =- 729/247, 6-20 =- 935/235, 2 -12 =- 907/277, 6-8 =- 907/277 any other members, with BCDL = 10.Opsf. 7) All bearings are assumed to be SPF No.2 . Structural wood sheathing directly applied, except end verticals. BOT CHORD BOT CHORD 12 -21 =- 122/2091, 21 -22 =- 122/2091, 11 -22 =- 122/2091, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt =1b) 12 =209, 8 =209. Rigid ceiling directly applied or 10-0 -0 oc bracing. 11- 23=- 5/1502, 23- 24=- 5/1502, 10- 24=- 5/1502, 9 -10 =- 5/1502, WEBS 9 -25 =- 117/2091, 25 -26 =- 117/2091, 8 -26 =- 117/2091 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. 1 Row at midpt 3 -12, 5-8 WEBS 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 4 -9 =- 111/1003, 5 -9 =- 622/200, 4- 11=- 111/1003, 3 -11 =- 622/200, analysis and design of this truss. REACTIONS (Ib /size) 3 -12 =- 1787/71, 5 -8 =- 1787/71 11) All Plates 20 Gauge Unless Noted 12 = 2015/0 -3 -8 (min. 0-3-3) 8 = 2015/0 -3 -8 (min.0 -3 -3) NOTES (11) LOAD CASE(S) Max Horz 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; Standard 12 = - 217(LC 6) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8, Max Uplift Interior(1) 2 -1 -8 to 10 -0 -0, Extenor(2) 10 -0 -0 to 13 -0 -0, Interior(1) 16 -0 -0 to 23 -10 -8 12 = 209(LC 8) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for 8 = - 209(LC 9) reactions shown; Lumber DOL =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); FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. Category II; Exp B; Partially Exp.; Ct =1.1 TOP CHORD 3) Unbalanced snow loads have been considered for this design. 2 -13 -- 935/235, 13 -14 =- 729/247, 3 -14 =- 576/261, 3 -15 =- 2405/303, 4) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof Toad of 38.5 psf on overhangs non - concurrent with other live Toads. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 T1GE Common Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:24 2012 Page 1 I D:dC3y51 aJCIHyYjyh W UgYyznDJk- uGL)QksZwB2YF7cxdG4dafPLE WcG_MOgmTICmIzNbRn - 10 7 -0-0 14 -0 -0 114 -10 -10- 7 -0-0 7 -0 -0 0 -10 -8 4x4 = Scale = 1:31.2 5 l V 19 7.00 �12 4 17 �� 20 9 3 /f�1/ V \� a, �' S 2x4 11 ��TT ��\ 2x4 vy,i �-LL 2 � T ST �f �� 8 9' 9 19 ° 1D1 ILI n1 ►T•■•■■■■744T4■4■4■ T T4T4T T _41.4. T4T 4T ■T 441 7 _ TaT T T44 T T _64.4_ _ . _44T4T 16 15 14 21 13 22 12 11 10 2x4 H 2x4 11 14 -0-0 14 -0 -0 LOADING (psf) 38 5 SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP (Ground Snow =50.0) Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 9 n/r 120 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 9 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/ TP12007 (Matrix) Weight: 57 Ib FT = 10% LUMBER TOP CHORD 2 X 4 SPF No.2 NOTES (16) 13) Provide mechanical connection others) of truss to bearing plate capable CHORD 2 X 4 SPF No.2 ) b (Y ) 9 able of P p WEBS 2 X 6 SPF 1650E 1.5E 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.Opsf; h =25ft; Cat. II; Exp B; withstanding 100 Ib uplift at joint(s) 16, 10, 14, 12, 11 except (jt =1b) 15 =103. OTHERS 2 X 4 SPF Stud enclosed; MWFRS (low -rise) gable end zone and C -C Comer(3) - 0 -10 -8 to 2 -1 -8, 14) This truss is designed in accordance with the 2009 International Residential Code BRACING Exterior(2) 2 -1 -8 to 4 -0 -0, Corner(3) 4 -0 -0 to 7 -0 -0, Exterior(2) 10 -0 -0 to 11 -10 -8 zone; sections R502.11.1 and R802.10.2 and referenced standard ANSI/7P' 1. TOP CHORD cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions 15) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. shown; Lumber DOL =1.33 plate grip DOL =1.33 analysis and design of this truss. BOT CHORD 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to 16) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 6 -0 -0 oc bracing. wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); LOAD CASE(S) REACTIONS All bearings 14 -0 -0. Category II; Exp B; Partially Exp.; Ct =1.1 Standard (Ib) - Max Horz 4) Unbalanced snow loads have been considered for this design. 16= 116(LC 7) 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times Max Uplift flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. All uplift 100 Ib or less at joint(s) 16, 10, 14, 12, 11 6) All plates are 1.5x4 MT20 unless otherwise indicated. except 15=- 103(LC 8) 7) Gable requires continuous bottom chord bearing. Max Gray 8) Truss to be fully sheathed from one face or securely braced against lateral movement All reactions 250 Ib or less at joint(s) except 16= 296(LC 1), (i.e. diagonal web). 10= 296(LC 1), 13= 295(LC 1), 14= 304(LC 2), 15= 284(LC 2), 9) Gable studs spaced at 2 -0 -0 oc. 12= 304(LC 3), 11= 284(LC 3) 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will ft between the bottom chord and TOP CHORD 2 -16 =- 266/108, 8 -10 =- 266/108 any other members, with BCDL = 10.0psf. 12) All bearings are assumed to be SPF No2 . Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 11 Common Truss 2 1 _ Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:14 2012 Page 1 I D:dC3y51 aJCIHyYjyh W UgYyzn DA-ALkxl KI I G6oz3ar01 AuHAY_S7U6berWCTvtgQKzN bRx 10 3 -7 -12 7 -0 -0 1044 14 -0 -0 114 -108 - 10 3 -7 -12 3-4-4 3-4-4 3 -7 -12 0 -10 -8 4x4 -- Scale = 1:31.2 4 ''� 14 13 ,a, 7.00r12 1.5x4 � 1 51.5x4 -> 12 5 3 �� i �� / \ Tom\ 16 u7 11 / i N3 6x6 II �� 6x6 2� Y1 \ , 6 ( % \ 7 .. pg did kJ - 1 9 , 10 8 did J 8 4 751# 3x8 89913/ -751# 7 -0 -0 14 -0 -0 I 7-0 -0 7 -0 -0 Plate Offsets (X,Y): [2:0- 4- 1,Edge], [6:0- 4- 1,0 -0 -01 _ LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.80 Vert(LL) -0.09 9 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.14 9 -10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.02 8 n/a n/a BOLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight: 54 Ib FT = 10% BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF No.2 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all BOT CHORD 2 X 4 SPF No2 TOP CHORD areas where a rectangle 3 -6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and WEBS 2 X 4 SPF Stud *Except* 2 -11 =- 930/152, 3 -11 =- 793/164, 3-12 =- 708/131, 12 -13 =- 662/136, any other members. W1: 2 X 6 SPF 1650F 1.5E 4- 13=- 604/144, 4- 14=- 604/144, 14 -15 =- 662/136, 5 -15 =- 708/131, 7) All bearings are assumed to be SPF No.2 . BRACING 5-16 =- 793/164, 6 -16 =- 930/152, 2 -10 =- 810/193, 6 -8 =- 810/193 8) Provide mechanical connection (by others) of truss to bearing plate capable of TOP CHORD BOT CHORD withstanding 151 Ib uplift at joint 10 and 151 Ib uplift at joint 8. Structural wood sheathing directly applied or 4 -2 -2 oc pudins, except end verticals. 9 -10 =- 98/666, 8 -9 =- 57/666 9) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD WEBS sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 4 -9 =- 33/271 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the REACTIONS (Ib /size) NOTES (11) analysis and design of this truss. 10 = 899/0 -3 -8 (min. 0 -1 -8) 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; 11) All Plates 20 Gauge Unless Noted 8 = 899/0 -3 -8 (min. 0 -1 -8) enclosed; MWFRS (low -rise) gable end zone and C -C Exterior(2) - 0 -10 -8 to 2 -1 -8, LOAD CASE(S) Max Horz Interior(1) 2 -1 -8 to 4 -0-0, Exterior(2) 4 -0 -0 to 7 -0 -0, Interior(1) 10 -0 -0 to 11 -10-8 zone; Standard 10 = 116(LC 7) cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions Max Uplift shown; Lumber DOL =1.33 plate grip DOL =1.33 10 = - 151(LC 8) 2) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); 8 = - 151(LC 9) Category II; Exp B; Partially Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times TOP CHORD flat roof load of 38.5 psf on overhangs non - concurrent with other live loads. 2 -11 =- 930/152, 3- 11=- 793/164, 3 -12 =- 708/131, 12 -13 =- 662/136, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 4 -13 =- 604/144, 4 -14 =- 604/144, 14 -15 =- 662/136, 5 -15 =- 708/131, any other live Toads. 5- 16=- 793/164, 6 -16 =- 930/152, 2 -10 =- 810/193, 6 -8 =- 810/193 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 G1 Common Truss 1 2 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:06 2012 Page 2 I D:dC3y51 aJCI HyYjyh VVUgYyzn DJk- PoGwdbeH9fn55M EUZU IOrsfAZGN Em3GOdgxF9nzNbS3 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1 3 = - 97, 3 5 = - 97, 1 - 5 = - 20 Concentrated Loads (lb) Vert: 6=-1858(B) 13=-1858(B) 14=-1858(B) 15=-1858(B) 16=-1858(B) 17=-1858(B) • Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA 01204263 G1 Common Truss 1 2 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:59:06 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- PoGwdbeH9fn55MEUZUIOrsfAZGNEm3G0dgxF9nzNbS3 3 -7 -12 7 -0 -0 10-4 -4 14 -0 -0 H _._. 3 -7 -12 3-4-4 3-4-4 3 -7 -12 5x6 I I Scale = 1:30.8 3 1 I 11 . 7.00I12 10� �� 3x8 % 9 / 12 3x8 2 / /' ,\ � 4 5 1 Wj ,= F I.1 I- 7 B1 1 i o E Ell 13 8 14 15 7 1 6 6 17 5x8 i HUS26 HUS26 HUS26 5x8 4x9 I i 12x12 = 4x9 I 6285#/ -599# 6466#/ -616# HUS26 HUS26 HUS26 I 3 -7 -12 7-0-0 10-4 -4 14 -0 -0 3 -7 -12 3-4-4 3-4-4 3 -7 -12 Plate Offsets (X,Y): [6:0-7-8,0-2-0], [7:0-6-0,0-7-8], [8:0-7-8,0-2-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.46 Vert(LL) -0.05 7 -8 >999 240 MT20 197/144 (Ground Snow =50.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.11 7 -8 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.03 5 n/a n/a BCLL 0.0 * Code IRC2009/TP12007 (Matrix) Wei 9 BCDL 10.0 ht: 204 Ib FT = 10% LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E 4) TCLL: ASCE 7 -05; Pg= 50.0 psf (ground snow); Pf =38.5 psf (flat roof snow); BOT CHORD 2 X 10 SYP DSS TOP CHORD Category II; Exp B; Partially Exp.; Ct =1.1 WEBS 2 X 4 SPF Stud 'Except` 1 -2 =- 8691/816, 2 -9 =- 6639/653, 9 -10 =- 6596/658, 3 -10 =- 6540/663, 5) Unbalanced snow Toads have been considered for this design. W3: 2 X 4 SPF No.2 3 -11 =- 6540/663, 11 -12 =- 6596/658, 4 -12 =- 6639/653, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with BRACING 4 -5 =- 8739/821 any other live loads. TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. 1- 13=- 661/7011, 8 -13 =- 661/7011, 8 -14 =- 661/7011, 7)* This truss has been designed for a live load of 20.Opsf on the bottom chord in all BOT CHORD 14 -15 =- 661/7011, 7 -15 =- 661/7011, 7- 16=- 623/7049, areas where a rectangle 3-6 -0 tall by 1 -0 -0 wide will fit between the bottom chord and Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6- 16=- 623/7049, 6- 17=- 623/7049, 5- 17=- 623/7049 any other members. 8) WARNING: Required bearing size at joint(s) 1, 5 greater than input bearing size. WEBS 9) All bearings are assumed to be SPF No.2 . REACTIONS (Ib /size) 3 -7 =- 602/6231, 4- 7=- 1727/238, 4 -6 =- 199/2457, 2 -7 =- 1678/232, 1 = 6285/0 -3 -8 (req. 0 -4 -15) 2 -8 =- 198/2400 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 599 Ib uplift at joint 1 and 616 Ib uplift at joint 5. 5 = 6466/0 -3 -8 (req. 0 -5 -1) 11) This truss is designed in accordance with the 2009 International Residential Code Max Horz NOTES (15) sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 1 = - 127(LC 5) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Max Uplift Top chords connected as follows: 2 X 6 - 2 rows at 0 -9 -0 oc. analysis and design of this truss. 1 = - 599(LC 7) Bottom chords connected as follows: 2 X 10 - 2 rows at 0 -5 -0 oc. 13) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 6 -10d Truss, Single Ply Girder) or 5 = -616(LC 8) Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. equivalent spaced at 2 -0 -0 oc max. starting at 2 -0 -12 from the left end to 12 -0 -12 to 2) All loads are considered equally applied to all plies, except if noted as front (F) or connect trusses) T2A (1 ply 2 X 4 SPF) to back face of bottom chord. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided 14) Fill all nail holes where hanger is in contact with lumber. TOP CHORD to distribute only loads noted as (F) or (B), unless otherwise indicated. 15) All Plates 20 Gauge Unless Noted 1 -2 =- 8691/816, 2- 9=- 6639/653, 9 -10 =- 6596/658, 3 -10 =- 6540/663, 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 5.0psf; h =25ft; Cat. II; Exp B; 3- 11=- 6540/663, 11 -12 =- 6596/658, 4 -12 =- 6639/653, enclosed; MWFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber LOAD CASE(S) 4 -5 =- 8739/821 DOL =1.33 plate grip DOL =1.33 Standard Continued on page 2 32 -00 -00 w T2ASGE 2 -00 -00 2 -00 - �; H 2-00-00 o -+' T1(2-) < < ID O ' 0 _, N r-. o rn 0 N N —• N I 1 1 1 O O O 0 000 W 0 0 o O O 0 Oo IV O L 1 o i T2GE 6 -00 -00 26 -00 -00 32 -00 -00 0 0 O O c This non - structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TECI. No responsibility is taken or y Z F m z 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 truss installer shall follow all ` � • IT 6 3 m z 3 BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied Q 0 m :5 3 m t o trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent i _. X E W g -, bracing (as required by the construction documents). Installation contractor shall refer to the in dividual truss shop drawings for all structural requirements of trusses, I v S t$ D including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to I • f a r ). 444� T i 2 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 ►, ��---�--�yyy G) p m . specifications unless clearly defined otherwise In writing by TEC. ,' 1� Z r7, p �Ct , - '' N r r l i Y rn 1 w This placement plan is Truss Engineering Corporation'sINTERPRETATION of plans and drawings as supplied to us. The building owner /owner's agent is solely responsible M for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC O Y� g g Y- q V P P V g immediately of any discrepancies. The building owner /owner's agent Is responsible for coordinating all construction details between trades. Truss Engineering • po Corporation isNOT responsible for field verification of dimensions or special conditions. 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. K fn 0 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 FG4 Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:58:55 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- Eh5mJgWNIGOfHfuNQg3pvXiJhgY3hD6P5SmAGwzNbSE 0 -1-8 H 1 - 3-0 h _ 1 -1 -12 0478 Scale = 1:16.5 1.5x4 I I 1.5x4 1.5x4 = 3x4 = 3x4 -- 1.5x4 H 3x4 = 4x4 - -= 1.5x4 = 1 2 3 18 4 5 3x4 6 7 8 T -� ■ I , 6 �/ �� 17 0 / - / \� � '� . 1 \- � / � Ai 1 dog 14 13 12 11 10 4 V 3x4 = 3x4 = 1.5x4 I I 3x4 = 4x4 =_ N 3x6 = 3x6 = 642#/0# 706#/0# 13 -1 -12 13 -1 -12 Plate Offsets (X,Y): [1:Edge,0- 0 -12], [5:0- 1- 8,Edge], [13:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -8], [17:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.13 11 -12 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.23 11 -12 >677 240 BCLL 0 0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 49 Ib FT = 4%F, 10 % E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 1650E 1.5E Standard WEBS 4 X 2 SPF No.2 1) Unbalanced floor live loads have been considered for this design. 2) 1st chase Floor: Lumber Increase =1.00, Plate Increase =1.00 BRACING 2) All bearings are assumed to be SPF No.2 . Uniform Loads (plf) TOP CHORD 3) This truss is designed in accordance with the 2009 International Residential Code Vert: 9- 15 = -20, 1 -5= -100, 5 -8 = -20 Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Concentrated Loads (Ib) BOT CHORD 4) Load case(s) 1, 2, 3 has/have been modified. Building designer must review loads to Vert: 18 =187 verify that they are correct for the intended use of this truss. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 3) 2nd chase Floor: Lumber Increase =1.00, Plate Increase =1.00 analysis and design of this truss. Uniform Loads (plf) REACTIONS (Ib /size) Vert: 9- 15 = -20, 1- 4 = -20, 4- 8 = -100 15 = 642 0 -3 -8 (min. 0 -1 -8) 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Concentrated Loads (Ib) 9 = 706/0 -3 -8 (min. 0 -1 -8) truss with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer Vert: 18 =187 ends or restrained by other means. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support TOP CHORD concentrated load(s) 187 Ib up at 4-4 -5 on top chord. The design /selection of such 2- 3=- 1415/0, 3 -18 =- 2304/0, 4 -18 =- 2304/0, 4 -5 =- 2304 /0, connection device(s) is the responsibility of others. 5 -6 =- 2321/0, 6-7=-1636/0 8) All Plates 20 Gauge Unless Noted BOT CHORD LOAD CASE(S) 14- 15= 0/923, 13- 14= 0/1863, 12- 13= 0/2304, 11- 12= 0/2304, Standard 10- 11= 0/2191, 9- 10= 0/1008 1) Floor Lumber Increase =1.00, Plate Increase =1.00 WEBS Uniform Loads (plf) 2 -15 =- 1091/0, 2 -14= 0/601, 3 -14 =- 546/0, 3 -13= 0/703, Vert 9- 15 = -20, 1 -64-100 7 -9 =- 1191/0, 7- 10= 0/767, 6- 10= -677/0 Concentrated Loads (Ib) Vert: 18 =187 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 FG3 FLOOR TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:58:52 2012 Page 1 ID:dC3y51 aJCIHyYjyhV VUgYyznDJk- g6PdhoU V SLO5QC9oIYV6Hv4kAcYOUtAyPUYWfbzN bSH 1 1 -3 -0 2 -3 -8 0u8 Scale = 1:13.2 1.5x4 H 1.5x4 I' 1 3x4 H 2 3x4 = 134... 3 3x4 = 4 5 3x4 6 i 4 i 1 IM �� 12 9 \ -� � � 1.5x4 B1 1 1_ I 10 9 8 i 1- 3x4 = 3x4 = 1.5x4 H L� 3x6 = 3x6 = 422#/0# 469#/0# -0 9 -3 -8 0 -2 -10 9 -3 -8 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0- 1- 8,Edge], [9:0- 1- 8,Edge], [12:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) l /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.64 Vert(LL) -0.11 9 -10 >949 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.25 9 -10 >434 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 34 Ib FT = 4%F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SPF 1650F 1.5E sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING analysis and design of this truss. TOP CHORD 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer BOT CHORD ends or restrained by other means. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6) CAUTION, Do not erect truss backwards. REACTIONS (lb/size) 7) Hanger(s) or other connection device(s) shall be provided sufficient to support 11 = 422/0 -5 4 (min. 0 -1 -8) concentrated load(s) 187 Ib up at 3 -4-4 on top chord. The design /selection of such 7 = 469/0 -3 -8 (min. 0 -1 -8) connection device(s) is the responsibility of others. 8) All Plates 20 Gauge Unless Noted FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. LOAD CASE(S) TOP CHORD Standard 2 -13 =- 824/0, 3 -13 =- 824/0, 3-4 =- 913/0, 4- 5= -913/0 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 BOT CHORD Uniform Loads (plf) 10- 11= 0/550, 9 -10= 0/947, 8 -9= 0/913, 7 -8 =0/913 Vert: 7- 11 = -20, 1 -6= -100 WEBS Concentrated Loads (Ib) 2 -11 =- 653/0, 2- 10= 0/334, 3 -9 =- 74/307, 5- 7=- 1071/0 Vert: 13 =187 NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA • Q1204263 F12 FLOOR 13 1 OPTION 1 -BONUS ROOM Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:58:23 2012 Page 1 ID:dC3y51 aJCIHyYjyhVVUqYyznDJk- AX9fbu71HRMCRISDYyUJcoNouwccCgXhk0007nzNbSk 0 -1 -8 1 -3 -0 1 -3-0 0 -1-8 Sc91a = 1:27.6 2x3 '': 2x3 2x3 = 5x8 = 4x6 -- 3x4 = 3x4 = 2x3 I I 2x3 I I 3x4 = 3x6 FP= 3x4 = 4x6 = 5x8 _= 2x3 -_ 1 2 3 4 5 6 7 8 9 10 T2 12 13 ■ .:t Mil / j / j j <. IN i o 5 ` / \ >%y R1 \YL I /x__ / �L ��1 4 H 26 OM WI 23 22 2 1 20 19 18 17 16 15 4x9 = 5x8 =- 4x6 = 3x15 MT16 FP= 3x4 = 3x4 = 3x4 = 4x6 = 5x8 = 4x9 = 2x3 SP == 3x4 = 1299#/0# 1299#/0# 22-0 -0 22-0 -0 Plate Offsets (X,Y): [6:0- 1- 8,Edge], [7:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [14:Edge,0 -1 -8], [18:0- 1- 8,Edge], [19:0- 1- 8,Edge], [24:Edge,0 -1 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.57 18 -19 >457 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) - 1,00 18 -19 >262 240 MT16 116/127 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.15 14 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 84 Ib FT = 4%F, 10 % E LUMBER TOP CHORD 4 X 2 SPF 2100F 1.8E BOT CHORD 4 X 2 SPF 2100F 1.8E WEBS WEBS 4 X 2 SPF No.2 12 -14 =- 2046/0, 2 -24 =- 2046/0, 12- 15= 0/1596, 2 -23= 0/1596, BRACING 11 -15 =- 1507/0, 3 -23 =- 1507/0, 11- 16= 0/1108, 3- 22= 0/1108, TOP CHORD 10 -16 =- 1036/0, 4 -22 =- 1036/0, 10- 17= 0/637, 4- 20= 0/637, Structural wood sheathing directly applied or 5 -6 -15 oc purlins, except end verticals. 8- 17=- 567/0, 5-20 =- 567/0, 8- 18=- 221/655, 5 -19 =- 221/655, BOT CHORD 6 -19 =- 269/73, 7- 18=- 269/73 Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES (8) REACTIONS (Ib /size) 1) Unbalanced floor live loads have been considered for this design. 24 = 1299/0 -5 -8 (min. 0 -1 -8) 2) All plates are MT20 plates unless otherwise indicated. 14 = 1299/0 -5 -8 (min. 0 -1 -8) 3) The Fabrication Tolerance at joint 21 = 10% 4) All bearings are assumed to be SPF No.2 . FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 5) This truss is designed in accordance with the 2009 International Residential Code TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 2 -3 =- 2860/0, 3- 4= -4869/0, 4 -5 =- 6154/0, 5-6 =- 6767/0, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 6 -7 =- 6767/0, 7 -8 =- 6767/0, 8 -9 =- 6154/0, 9- 10=- 6154/0, analysis and design of this truss. 10- 11= -4869/0, 11 -12 =- 2860/0 7) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss BOT CHORD with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or 23- 24= 0/1633, 22- 23= 0/4017, 21- 22= 0/5665, 20- 21= 0/5665, restrained by other means. 19- 20= 0/6580, 18- 19= 0/6767, 17- 18= 0/6580, 16 -17= 0/5665, 8) All Plates 20 Gauge Unless Noted 15- 16= 0/4017, 14- 15= 0/1633 WEBS LOAD CASE(S) 12-14=-2046/0, 2-24=-2046/0, 12-15=0/1596, 2-23=0/1596, Standard Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA _ Q1204263 F11 FLOOR 1 1 OPTION 1 -BONUS ROOM Job Reference (optional) Truss Engineering Corp.. Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:58:19 2012 Page 1 ID:dC3y51 aJCIHyYjyhVVUgYyznDJk- Hmw91W4oDDsmy78SJ6PNRyDC ?JOfGzG6gs2G OZNbSo 0 -1 -8 1 -3 -0 1 -6 -0 011 8 3x Scale = 1:9.5 1 2x3 i 2 3 2x3 I I 4 3x4 = 5 3x4 I I El Ai 1 // i Z a 10 W1 W Z 112, �� o al 2 �� I - ri '' 1 �� 2x3 11 3x4 = / � I 3x6 = 3x6 =_ 6-0-0 6-0-0 Plate Offsets (X,Y): [2:0- 1- 8,Edge], [3:0- 1- 8,0 -0 -0], [7:0- 1- 8,Edge], [8:0- 1- 8,Edge] LOADING (psf) 339# ACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.03 6 -7 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.06 6 -7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 25 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SPF 1650F 1.5E sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No2 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING analysis and design of this truss. TOP CHORD 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Structural wood sheathing directly applied or 6 -0 -0 oc pudins, except end verticals. truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer BOT CHORD ends or restrained by other means. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6) All Plates 20 Gauge Unless Noted REACTIONS (Ib /size) LOAD CASE(S) 9 = 339/0 -5 -8 (min. 0-1-8) Standard 6 = 345/0 -5 -8 (min. 0-1-8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 441/0, 3- 4= -441/0 BOT CHORD 8- 9= 0/441, 7- 8= 0/441, 6 -7 =0/348 WEBS 4- 6=- 437/0, 2 -9= -543/0 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 F10 Floor Truss 7 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:58 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- Pj9CLKgdAmDlxvl PaCXS5WrWCr6_rQzO ?5SfmkzNbT.7 0 -1-8 1 -3 -0 2 -3 -12 2 -3 -12 0-1-8 � H I F i S = 1:32.7 5-3-12 5-3-12 -3- 2x3 I', 4x6 = 2x3 I' 2x3 = 4x4 = 3x4 = 2x3 H 2x3 i I 4x6 = 4x6 -= 3x6 = 4x6 = 3x6 FP= 2x3 j H 3x4 = 4x4 -= 2x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 __ _ °'29'r / \ � � j' ri■ I� B2 % i' 30 8 27 26 25 24 23 22 21 20 19 18 a 7 3x6 =- 4x4 = 3x4 = 4x4 == 3x6 FP= 4x9 = 4x6 = 4x4 = 3x4 = 4x4.: 3x6 = 4x6 = 686#/0# 1785#/0# 686#/0# 13 -0-0 26 -0 -0 13 -0-0 13 -0 -0 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -01 [12:0- 1- 8,Edge[ [13:0- 1- 8,0 -0 -0], [16:0- 1- 8,Edge], [19:0- 1- 8,Edge], [20:0 -1 -8, Edge], [25:0- 1- 8,Edge], [26:0- 1- 8,Edge], [29:0- 1- 8,0 -0 -81 [30:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.15 26 -27 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.26 26 -27 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 17 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 94 Ib FT = 4%F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer WEBS 4 X 2 SPF No.2 2- 3=- 1580/0, 3-4 =- 2189/0, 4 -5 =- 2189/0, 5-6 =- 2189/0, ends or restrained by other means. BRACING • 6 -7 =- 889/320, 11763, 8 -9 =0/1763, 9- 19/320, 6) CAUTION, Do not erect truss backwards. TOP CHORD 10 -11 =- 889/320, 0, 1 11 - 1-12 =- 2189/0, 12-13=-2189/0, /0, 1 13 -14 =- 2189/0, 7) All Plates 20 Gauge Unless Noted Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 14- 15=- 1580/0 BOT CHORD BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 6 -0 -0 oc bracing. 27 -28= 0/993, 26-27 =0/2054, 25 -26 =0/2189, 24 -25 =- 9/1622, Standard 23 -24 =- 666 / 122, 22 -23 =- 666/122, 21 -22 =- 666/122, REACTIONS (lb /size) 20 -21 =- 9/1622, 19- 20= 0/2189, 18- 19= 0/2054, 17 -18 =0/993 28 = 646/0 -3 -8 (min. 0-1-8) WEBS 22 = 1785/0 -3 -8 (min. 0 -1 -8) 7 -22 =- 1546/0, 7 -24= 0/1002, 6 -24 =- 984/0, 6 -25= 0/953, 17 = 646/0 -3 -8 (min. 0 -1 -8) 5 -25 =- 367/0, 2 -28 =- 1174/0, 2 -27 =0/717, 3 -27 =- 578/0, Max Gray 3 -26 =- 153/252, 9- 22=- 1546/0, 9-21= 0/1002, 11- 21=- 984/0, 28 = 686(LC 2) 11 -20 =0/ 953,12 -20 =- 367 /0,15 -17 =- 1174/0,15 -18= 0/717, 22 = 1785(LC 1) 14-18=-578/0, 14-19=-153/252 17 = 686(LC 3) NOTES (7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 1) Unbalanced floor live loads have been considered for this design. TOP CHORD 2) All bearings are assumed to be SPF No.2 . 2 -3 =- 1580/0, 3-4 =- 2189/0, 4 -5 =- 2189/0, 5 -6 =- 2189/0, 3) This truss is designed in accordance with the 2009 International Residential Code 6 -7 =- 889/320, 7- 8= 0/1763, 8 -9 =0/1763, 9 -10 =- 889/320, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10 -11 =- 889/320, 11- 12 =- 2189/0, 12 -13 =- 2189/0, 13 -14 =- 2189/0, 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 14 -15 =- 1580/0 analysis and design of this truss. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 F9 Floor Truss 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:54 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- WyviWzn66XjJSHkeLMTWwggtLEmQvdhQ4TURdyzNbT ,B 0 -1-8 1 -3 -0 2-4 -12 0 8 H Scale= 1:16.4 1 5-4-8 2x3 11 2x3 = 3x6 3x4 = 2x3 11 2x3 11 3x4 = 3x6 = 3x4 11 1 2 3 4 5 6 7 8 — T1 ■■ B1 / 1 i 13 12 11 10 Z -J 3x6 = 3x4 3x4 = 3x6 = 3x6 = 3x6 = 768#/0# 774/40# 13 -1 -12 13 -1 -12 - Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -0], [11:0- 1- 8,Edge], [12:0- 1- 8,Edge], [15:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.15 10 -11 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.23 10 -11 >660 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 48 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD 4 X 2 SPF 1650F 1.5E WEBS WEBS 4 X 2 SPF No.2 7 -9 =- 1327/0, 7 -10= 0/842, 6 -10 =- 741/0, 6 -11= 0/675, BRACING 5 -11 =- 271/0, 2 -14 =- 1323/0, 2- 13= 0/842, 3- 13=- 742/0, TOP CHORD 3- 12= 0/675, 4- 12= -271/0 Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD NOTES (6) Rigid ceiling directly applied or 10 -0 -0 oc bracing. 1) Unbalanced floor live loads have been considered for this design. 2) All bearings are assumed to be SPF No.2 . REACTIONS (Ib /size) 3) This truss is designed in accordance with the 2009 International Residential Code 14 = 768/0 -3 -8 (min. 0 -1 -8) sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9 = 774/0 -3 -8 (min. 0 -1 -8) 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer 2 -3 =- 1809/0, 3 -4=- 2778/0, 4 -5 =- 2778/0, 5 -6 =- 2778/0, ends or restrained by other means. 6 -7 =- 1809/0 6) All Plates 20 Gauge Unless Noted BOT CHORD 13- 14= 0/1118, 12- 13= 0/2416, 11- 12= 0/2778, 10- 11= 0/2416, LOAD CASE(S) 9- 10= 0/1119 Standard WEBS 7 -9 =- 1327/0, 7 -10= 0/842, 6 -10 =- 741/0, 6 -11= 0/675, 5 -11 =- 271/0, 2 -14 =- 1323/0, 2- 13= 0/842, 3- 13=- 742/0, 3- 12= 0/675, 4- 12= -271/0 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA - Q1204263 F8 FLOOR TRUSS 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:47 2012 Page 1 ID:dC3y51 aJCIHyYjyhV VUgYyznDJk -Dc_21 ahjmNgJ7DhIROrtBCugfQN9mRPOTtlatszNbjl 0 -1 -8 p LJ 1 -3 I 2 -3 -12 � ale = 1:20.4 J 2x3 2x3 = 3x4 = 3x4 = 2x3 H 2x3 1 3x6 = 4x6 = 3x6 = 3x4 = 3x4 O 1 2 3 4 5 6 7 8 9 10 LL ■ CO 1 LAI 17 16 15 14 0'._ 12 11 3x6 = 3x4 = 3x4 - 3x4 = 4x6 = 4x9 = 2x3 II 4x4 = 669#/0# 1459#/0# 13 -0 -0 16 -3 -6 13 -0 -0 3 -3 -6 Plate Offsets (X,Y): [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -0], [10:0- 1- 8,Edge], [ 11:0- 1- 8,Edge], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge], [19:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.51 Vert(LL) -0.14 16 -17 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.24 16 -17 >632 240 BOLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.03 13 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 61 Ib FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 8) CAUTION, Do not erect truss backwards. BOT CHORD 4 X 2 SPF 1650F 1.5E TOP CHORD 9) All Plates 20 Gauge Unless Noted WEBS 4 X 2 SPF No.2 10 -11 =- 65/320, 2 -3 =- 1532/0, 3 -4=- 2063/0, 4 -5 =- 2063/0, BRACING 5 -6 =- 2063/0, 6- 7=- 684/0, 7 -8= 0/1480, 8- 9= 0/1480 LOAD CASE(S) TOP CHORD BOT CHORD Standard Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 17- 18= 0/966, 16- 17= 0/1976, 15- 16= 0/2063, 14- 15= 0/1446, BOT CHORD 13 -14 =- 325/66, 12- 13= -734/0 • Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 6 -0 -0 oc bracing: 13- 14,12 -13. 7 -13 =- 1504/0, 7 -14= 0/966, 6 -14 =- 933/0, 6 -15= 0/811, 5 -15 =- 316/0, 2 -18 =- 1142/0, 2- 17= 0/690, 3- 17=- 543/0, REACTIONS (Ib /size) 3 -16 =- 13/318, 9 -13 =- 981/0, 9 -12= 0/648, 10- 12- -391/0 11 = - 201 /Mechanical 18 = 668/0 -3 -8 (min. 0-1-8) NOTES (9) 13 = 1459/0 -3 -8 (min. 0 -1 -8) 1) Unbalanced floor live loads have been considered for this design. Max Uplift 2) All bearings are assumed to be SPF No.2 . 11 = - 326(LC 2) 3) Refer to girder(s) for truss to truss connections. Max Grav 4) Provide mechanical connection (by others) of truss to bearing plate capable of 11 = 57(LC 3) withstanding 326 Ib uplift at joint 11. 18 = 669(LC 2) 5) This truss is designed in accordance with the 2009 International Residential Code 13 = 1459(LC 1) sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or Tess except when shown. analysis and design of this truss. TOP CHORD 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each 10 -11 =- 65/320, 2 -3 =- 1532/0, 3-4 =- 2063/0. 4 -5 =- 2063/0, truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 F7 Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:43 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- LgIYCCeDi9KtebOXCZmx _MjvNozkgaBoYFKMk5zNbTM 0 -1 -8 HI 1 -3 -0 0 1 -6-4 2 -2 -8 0-1-8 ScMe = 1:35.4 2x3 i [ 3x4 5x9 5 -3 -12 _ 5-3-12 2x3 2x3 = 4x9 = 4x4 = 3x4 = 3x4 = 4x4 = 2x3 H 3x6 FP =- 4x9 = 3x6 = 4x6 = 3x6 = 2x3 H 3x4 = 2x3 = 1 2 3 4 T1 5 6 7 8 9 10 11 12 13 14 15 16 17 .∎ a 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 = 4x9 = 4x4 =- 3x4 = 4x4 = 5x6 =- 5x6 = 4x9 = 3x6 FP= 4x6 = 4x4 = 2x3 I I 3x6 - -i- 4x12 = 1000#/0# 2158#/0# 360#/ -84# 19 -0-0 28 -1 -12 19 -0 -0 I 9 -1 -12 Plate Offsets (X,Y): [8:0- 1- 8,0 -0 -0], [15:0- 1- 8,Edge], [16:0- 1- 8,Edge], [17:0 -1 -8, Edge], [19:0- 1- 8,0 -0 -0], [20:0- 1- 8,Edge], [25:0- 1- 8,Edge], [26:0- 1- 8,Edge], [32:0- 1- 8,0 -0 -8], [33:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.78 Vert(LL) -0.36 26-27 >627 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.78 Vert(TL) -0.61 26 -27 >371 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 22 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 123 lb FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD analysis and design of this truss. WEBS 4 X 2 SPF No.2 2- 3=- 2507/0, 3-4 =- 4051/0, 4 -5 =- 4720/0, 5-6 =- 4618/0, 6) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss BRACING 6 -7 =- 3402/0, 7- 8=- 3402/0, 8 -9 =- 3402/0, 9 -10 =- 554/570, with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or TOP CHORD 10- 11=- 554/570, 11- 12= 0/3321, 12- 13= 0/3321, 13- 14= 0/1544, restrained by other means. Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 14 -15 =- 578/417, 15 -16 =- 578/417 7) CAUTION, Do not erect truss backwards. BOT CHORD BOT CHORD 8) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 6 -0 -0 oc bracing. 30- 31= 0/1473, 29- 30= 0/3462, 28- 29= 0/4564, 27 -28= 0/4840, 26- 27= 0/4135, 25- 26= 0/3402, 24 -25 =- 73/1924, 23 -24 =- 1495/0, LOAD CASE(S) REACTIONS (lb /size) 22 -23 =- 1495/0, 21 -22 =- 2077/0, 20 -21 =- 1051/387, Standard 31 = 969/0 -3 -8 (min. 0 -1 -8) 19 -20 =- 417/578, 18- 19= -417/578 22 = 2158/0 -3 -8 (min. 0-1-8) WEBS 18 = 207/0 -3 -8 (min. 0 -1 -8) 11 -22 =- 2266/0, 11- 24= 0/1636, 9 -24 =- 1735/0, 9- 25= 0/1922, Max Uplift 8 -25 =- 706/0, 2 -31 =- 1743/0, 2- 30= 0/1262, 3 -30 =- 1166/0, 18 = -84(LC 2) 3 -29= 0/719, 4 -29 =- 626/0, 5 -27 =- 384/0, 6 -27= 0/733, 7 -26= 0/879, Max Gray 13 -22 =- 1467/0, 13- 21= 0/951, 14 -21 =- 939/0, 14- 20= 0/920, 31 = 1000(LC 2) 15-20=-338/0, 16-18=-676/496, 6-26=-1474/0 22 = 2158(LC 1) ( 3) NOTES (8) 18 = 360 LC 3 1) Unbalanced floor live Toads have been considered for this design. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 2) All bearings are assumed to be SPF No.2 . TOP CHORD 3) Provide mechanical connection (by others) of truss to bearing plate capable of 2- 3=- 2507/0, 3- 4=- 4051/0, 4 -5 =- 4720/0, 5-6 =- 4618/0, withstanding 84 Ib uplift at joint 18. 6 -7 =- 3402/0, 7 -8 =- 3402/0, 8 -9 =- 3402/0, 9- 10=- 554/570, 4) 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. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA - Q1204263 F6 Floor Truss 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:36 2012 Page 1 ID:dC3y51 aJCIHyYjyhVVUqYyznDJk- 2UpukpZgL? RtIWMBIa8ICtxjl _aBhPUnxg7U_ ?zNbT,T 0 -1-8 1-6 -0 H - 1 -3 -0� 0.6 -12 I 2 - 3 -12 _ 0 -1- S e = 1:40.3 1- 5-3 -12 I 5-3-12 2x3 I I 3x4 I I 5x9 = 2x3 !I 2x3 = 4x6 =: 4x4 = 3x4 = 3x4 = 4x4 = 2x3 H 3x6 FP= 4x9 = 3x6 = 4x6 = 4x9 = 2x3 2x3 H 3x4 = 3x4 • 2x3 = 1 2 3 44 { 5 6 7 8 9 10 11 12 13 14 T2 15 16 17 18 19 o - j - _ DE ; j - Mme? o �� av sm� ..� e 11 ..16, \ B1 -- .. E1 1 ,-w, -_. il ea -.----"" � .e B211 36 F2. al 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 = 4x6 - 4x4 = 3x4 = 4x4 = 5x6 = 5x6 = 4x9 = 3x6 FP :-c 4x6 = 4x6 = 3x4 - 3x4 = 3x6 =-_ 4x12 996#/0# 2294#/0# 649#/0# 12 -1-8 19-0 -0 32 -0 -0 _ 12 -1 -8 6 -10-8 13 -0 -0 Plate Offsets (X,Y): [8:0- 1- 8,0 -0 -0], [15:0- 1- 8,Edge], [16:0- 1- 8,0 -0 -0], [19:0- 1- 8,Edge], [22:0- 1- 8,Edge], [23:0- 1- 8,Edge], [28:0- 1- 8,Edge], [29:0- 1- 8,Edge], 135:0- 1- 8,0 -0- 81,136:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.36 29 -30 >637 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.60 29 -30 >375 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 25 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 139 Ib FT = 4%F, 10%E LUMBER TOP CHORD 4 X 2 SYP 2850E 2.3E 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD analysis and design of this truss. WEBS 4 X 2 SPF No.2 2 -3 =- 2493/0, 3-4=4024/0, 4-5=-4680/0, 5-6=-4565/0, 5) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss BRACING 6 -7 =- 3331/0, 7 -8 =- 3331/0, 8 -9 =- 3331/0, 9 -10 =- 469/509, TOP CHORD 10- 11= -469/509, 11- 12= 0/3362, 12- 13= 0/3362, 13- 14= 448/1630, with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or Structural wood sheathing directly applied or 6 -0 -0 oc puffins, except end verticals. 14 -15 =- 1918/464, 15- 16=- 1918/464, 16- 17=- 1918/464, restrained by other means. 6) CAUTION, Do not erect truss backwards. BOT CHORD 17 -18 =- 1475/0 7) At Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 33- 34= 0/1466, 32- 33= 0/3442, 31- 32= 0/4530, 30- 31= 0/4793, • LOAD CASE(S) REACTIONS (Ib /size) 29- 30= 0/4078, 28- 29= 0/3331, 27 -28 =- 16/1846, 26 -27 =- 1491/0, Standard 20 = 535/0 -3 -8 (min. 0 -1 -8) 25- 26-- 1491/0, 24 -25 -- 2105/0, 23 -24 =- 1129/1246, 34 = 968/0 -3 -8 (min. 0 -1 -8) 22- 23=- 464/1918, 21 -22 =- 58/1887, 20 -21 =0/935 25 = 2294/0 -3 -8 (min. 0-1-9) WEBS Max Gray 11- 25=- 2268 /0,11 -27 =0 /1638,9 -27 =- 1739/0,9 -28= 0/1916, 20 = 649(LC 3) 8 -28 =- 703/0, 2 -34 =- 1735/0, 2- 33= 0/1254, 3- 33=- 1158/0, 34 = 996(LC 2) 3 -32= 0/711, 4 -32 =- 618/0, 5 -30 =- 383/0, 6- 30= 0/727, 25 = 2294(LC 1) 13 -25 =- 1717/0, 13- 24= 0/1153, 14 -24 =- 1210/0, 14- 23= 0/1327, 15- 23=- 500 /0, 18- 20=- 1105/0, 18- 21= 0/660, 17 -21 =- 502/173, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 17 -22 =- 527/37, 7- 29= 0/854, 6 -29 =- 1457/0 TOP CHORD 2- 3=- 2493/0, 3 -4=- 4024/0, 4 -5 =- 4680/0, 5 -6 =- 4565/0, NOTES (7) 6 -7 =- 3331/0, 7 -8 =- 3331/0, 8 -9 =- 3331/0, 9 -10 =- 469/509, 1) Unbalanced floor live loads have been considered for this design. 10 -11 =- 469/509, 11- 12= 0/3362, 12- 13= 0/3362, 13 -14 =- 448/1630, 2) All bearings are assumed to be SPF No.2 . 14- 15=- 1918/464, 15- 16=- 1918/464, 16 -17 =- 1918/464, 3) 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. 38 -00 -00 16 -00 -00 22 -00 -00 1 -10 -04 2 -00 -00 2 -00 -00 O N co O CO 0 W r O O 13 -08 -04 5 -03 -12 5 -03 -12 7 -08 -04 1 �, 1 0 =04 x O . 2 -00.00 , op m 1 P m o o 2 -00-00 rn ° 0 2 -00-00 ° ? O 0 0 2 -00 -00 _ < 2 -00 -00 w r FT 1 -012 FGA, b o t w F o1 2 -00 9 - - i o r - < 1 -08-00 FG4 ® z ° o al F9 1 b5 -12 F9 Z m ° 2 -00 -00 00 o O r O K o O 13 -00 -00 13 -00 -00 6 -00 -00 26 -00 -00 6 -00 -00 38 -00 -00 0 0 t7 b o This non - structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or M � w Z' * 9 Z implied by TEC fer 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 all . • 111111_ 5 C'2 m z RCS! recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied 1 OP. Q o f m ' m A to trusses until p and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing as shown on individual shop drawings), and permanent � _ y �' m •• 7 ' includin g but not limited to bearin g locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing Truss Engineering Corporation strictly bracing (as required by the construction documents) Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses, !' q g. . P g g g P Y adheres to � I I . • "- - rff �0 D m 9. 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 A r6! E r o specifications 0 ess clearly defined otherwise in writing by TEC. � 11 ` � - N 0 ill ' 7 , Z . w T placement plan is Truss Engineering Corporation'sIN7ERPRETA TON of plans and drawings as supplied to us. The building owner /owner's agent is solely responsible 4 - I for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC IJ. L J (9 immediately of any discrepancies. The building owner /owner's agent is responsible for coordinating all construction details between trades. Truss Engineering • go Corporation isNOT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or I D altered In any way without first contacting TEC and receiving engineering documents allowing such. y M 0 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 FG2 FLOOR TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:58:49 2012 Page 1 ID:dC3y51 aJCIHyYjyhVVUgYyznDJk- PXkU2nRc9QeWZkRD3QyPfHSGgPWkHUYWjWJs2GzNbSK 0 -1 -8 1 -3-0 1 -10 -14 0-8-4 H I 1 Scale 1:16.4 1.5x4 1.5x4 -= 3x4 = 4x4 = 1.5x4 H 3x4 = 3x4 = 6x6 = 1 2 18 3 4 5 3x4 6 7 8 9 ■ III T# 17 .� 0 0 o 15 14 13 12 11 10 / ��\ 3x4 = 3x4 = 1.5x4 i i 3x4 -= 3x8 3x6 = 591#/0# 756#/0# - 0 -10 12 -3-6 _ 13 -1 -2 0-2-I0 12 -3 -6 0 -9 -12 • Plate Offsets (X,Y): [1:Edge,0- 0 -12], [5:0- 1- 8,Edgel, [8:0- 1- 11,Edge], [14:0- 1- 8,Edge], [17:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.11 12 -13 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.18 12 -13 >815 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) -0.01 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 47 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E NOTES (10) BOT CHORD 4 X 2 SPF 1650F 1.5E Standard WEBS 4 X 2 SPF No.2 1) Unbalanced floor live loads have been considered for this design. Vert 10- 16 = -20, 1 -9= -100 2) All bearings are assumed to be SPF No.2 . BRACING 3) This truss is designed in accordance with the 2009 International Residential Code Concentrated Loads (Ib) TOP CHORD Vert: 18 =187 sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 4) Load case(s) 1, 2, 3 has/have been modified. Building designer must review loads to 2) 1st chase Floor Lumber Increase =1.00, Plate Increase =1.00 BOT CHORD Uniform Loads (plf) verify that they are correct for the intended use of this truss. Rigid ceiling directly applied or 10 -0 -0 oc bracing. Vert e -20, 1 -5= -100, 5 -9 = -20 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Concentrated Loads (Ib) analysis and design of this truss. REACTIONS (Ib /size) 18=187 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each 16 = 591/0 -5-4 (min. 0 -1 -8) 3) 2nd 2nd chase Floor Lumber Increase =1.00, Plate Increase =1.00 8 = 756/0 -5 -8 (min. 0 -1 -8) truss with 3-10d (0.131" X 3 ") nails. Strong backs to be attached to walls at their outer Uniform Loads (plf) ends or restrained by other means. Vert: 10- 16 = -20, 1- 4 = -20, 4 -8= -100, 8 -9 = -20 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. exceed 0.500in. Concentrated Loads (Ib) TOP CHORD 8) CAUTION, Do not erect truss backwards. Vert: 18 =187 2- 18=- 1308/0, 3 -18 =- 1308/0, 3 -4=- 2192/0, 4 -5 =- 2192/0, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support 5- 6=- 1915/0, 6- 7=- 848/0, 7- 8= -853/0 concentrated load(s) 187 Ib up at 3-4-4 on top chord: The design /selection of such BOT CHORD connection device(s) is the responsibility of others. 15- 16= 0/815, 14- 15= 0/1734, 13- 14= 0/2192, 12- 13= 0/2192, 10) All Plates 20 Gauge Unless Noted 11- 12= 0/1563 WEBS LOAD CASE(S) 2 -16 =- 962/0, 2 -15= 0/601, 3 -15 =- 520/0, 3 -14= 0/780, 4 -14 =- 289/0, Standard 8- 11= 0/1012, 6 -11 =- 873/0, 6 -12 =0/441, 5- 12 = -436/0 1) Floor Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 FG1 FLOOR TRUSS 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:58:45 2012 Page 1 I D:dC3y51 aJCIHyYjyh W UgYyznDJk- XmU_DPO65C84477SgatTV RHXW08NLiOxovLevVzNbSO 1 -3 -0 2-4 -6 0 T 1 H. 5 -4-8 Scale = 1:13.3 1.5x4 I I 1.5x4 1 3x4 I I 23x4 = 13t 3 3x4 = 4 5 3x4 _- 6 T ! , T1 - r --- -- '----. =,... ' �� IIII 12 c � 1 � � � / � .5x4 I �1 �� V 'X , I -- ii-2 10 9 8 3 x4 == 3x4 = 1.5x4 3x6 = 3x6 426#/0# 474#/0# -0 7 -10 -6 9-4 -6 0 2- 0 7 -10 -6 1 -6-0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [5:0- 1- 8,Edge], [9:0- 1- 8,Edge], [12:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.67 Vert(LL) -0.12 9 -10 >903 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.26 9 -10 >415 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 34 Ib FT = 4%F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 3) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SPF 1650F 1.5E Standard sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 Vert: 7- 11 = -20, 1 -5= -100, 5 -6 = -20 4) Load case(s) 1, 2, 3 has/have been modified. Building designer must review loads to BRACING Concentrated Loads (Ib) verify that they are correct for the intended use of this truss. TOP CHORD Vert 13 =187 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. analysis and design of this truss. 3) 2nd chase Floor Lumber Increase =1.00, Plate Increase =1.00 BOT CHORD Uniform Loads (plf) Rigid ceiling directly applied or 10 -0 -0 oc bracing. 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each Vert: 7- 11 = -20, 1- 4 = -20, 4- 6 = -100 truss with 3 -10d (0:131" X 3 ") nails. Strongbacks to be attached to walls at their outer Concentrated Loads (Ib) ends or restrained by other means. REACTIONS (Ib /size) Vert: 13 =187 11 = 426/0 -5 4 (min. 0 -1 -8) 7) CAUTION, Do not erect truss backwards. 7 = 474/0 -3 -8 (min. 0 -1 -8) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 Ib up at 3 -4-4 on top chord. The design /selection of such FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. connection device(s) is the responsibility of others. TOP CHORD 9) All Plates 20 Gauge Unless Noted 2 -13 =- 836/0, 3- 13=- 836/0, 3-4 =- 931/0, 4 -5= -931/0 LOAD CASE(S) BOT CHORD Standard 10- 11= 0/557, 9- 10= 0/963, 8- 9= 0/931, 7 -8 =0/931 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 WEBS 2- 11=- 660/0, 2- 10= 0/341, 3- 9=- 71/313, 5 -7 =- 1093/0 Uniform Loads (plf) Vert 7- 11 = -20, 1- 6 = -100 NOTES (9) Concentrated Loads (Ib) 1) Unbalanced Floor live loads have been considered for this design. Vert: 13 =187 2) All bearings are assumed to be SPF No.2 . 2) 1st chase Floor Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (pff) Job - Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA _ Q1204263 F5 Floor Truss 6 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:20 2012 Page 1 I D:dC3y51 aJCI HyYjyh W UgYyznDJk -W PsrNLMn74Q8N376MDsYYVG3QX8SxEmQFAFeQxzNbTj 0-8-4 1 -3 -0_, 1 1 -9-0 I 1 - 8 cafe: 3/8 " =1' ' 5 -3 -12 4x6 5-3-12 6x6 = 2x3 � 3x6 = 4x6 = 346 3x6 FP= 3x6 = 2x3 i' 6x6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 c / '-'11:'' / _ / / / \ � M \�\ i -- ��i�• am ] 9 a Ill 0 III 32 31 30 29 28 27 26 24 23 22 21 20 19 3x6 = 2x3 II 3x6 FP= 4x9= 4x6 = 2x3 I 3x6 _. 673#/0# 4x6 = 1712#/0# 673#/0# 0 -9 -1 12 -10-8 24 -11-4 91 2 12 -0 -12 12 -0-12 Plate Offsets (X,Y): [5:0- 1- 8,Edge], [6:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edge], [14:0 -1- $,Edge], [17:0- 1- 11,Edge], [22:0- 1- 8,0 -0 -0], [23:0- 1- 8,Edge], [28:0- 1- 8,Edge], [29:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.10 21 -22 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.17 21 -22 >869 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) -0.03 17 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 94 Ib FT = 4%F, 10 % E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E 9) All Plates 20 Gauge Unless Noted BOT CHORD 4 X 2 SPF 1650F 1.5E BOT CHORD WEBS 4 X 2 SPF No.2 30- 31= 0/1471, 29- 30= 0/1923, 28 -29 =0/1923, 27 -28 =- 57/1456, LOAD CASE(S) BRACING 26 -27 =- 690/52, 25 -26 =- 690/52, 24 -25 =- 690/52, 23 -24 =- 57/1456, Standard TOP CHORD 22 -23 =0/1923, 21 -22 =0/1923, 20 -21 =0/1471 Structural wood sheathing directly applied or 6 -0 -0 oc purlins. WEBS BOT CHORD 8 -25 =- 1472/0, 8 -27 =0/945, 7- 27=- 920/0, 7- 28= 0/817, Rigid ceiling directly applied or 6 -0 -0 oc bracing. 6 -28 =- 273/0, 2 -31 =0/954, 4 -31 =- 820/0, 4- 30= 0/341, 10 -25 =- 1472/0, 10- 24= 0/945, 12 -24 =- 920/0, 12- 23= 0/817, REACTIONS (Ib /size) 13 -23 =- 273/0, 17 -20 =0/954, 15 -20 =- 820/0, 15-21 =0/341 25 = 1712/0 -5-4 (min. 0-1-8) 2 = 673/0 -5 -8 (min. 0-1-8) NOTES (9) 17 = 673/0 -5 -8 (min. 0 -1 -8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 3) All bearings are assumed to be SPF No.2 . TOP CHORD 4) This truss is designed in accordance with the 2009 International Residential Code 2 -3 =- 803/0, 3-4=-800/0, 4 -5 =- 1751/0, 5 -6 =- 1923/0, 6 -7 =- 1923/0, sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7 -8 =- 772/353, 8 -9 =0/1719, 9- 10= 0/1719, 10 -11 =- 772/353, 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 11 -12 =- 772/353, 12 -13 =- 1923/0, 13 -14 =- 1923/0, 14 -15 =- 1751/0, analysis and design of this truss. 15 -16 =- 800 /0, 16 -17= -803/0 6) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each BOT CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer 30- 31= 0/1471, 29 -30 =0/1923, 28 -29 =0/1923, 27 -28 =- 57/1456, ends or restrained by other means. 26 -27 =- 690/52, 25 -26 =- 690/52, 24 -25 =- 690/52, 23 -24 =- 57/1456, 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not 22 -23 =0/1923, 21 -22 =0/1923. 20 -21 =0/1471 exceed 0.500in. 8) CAUTION, Do not erect truss backwards. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA . Q1204263 F4 FLOOR TRUSS 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:15 2012 Page 1 ID:dC3y51 aJCIHyYjyhVVUgYyznDJk- 9S2yKdJfIYorHIF9ZgGNrSZFHWTrGz0h6vYtljzNbTg 0-8-4 ��g 1 -3-0 I 1 -8-4 1 S 1:16.2 5-4-8 6x6 = 3x4 == 3x4 = 3x4 = 2x3 II 3x4 = 4x4 = 3x4 1 2 3 4 5 6 7 8 9 T2 ' ' — — B1 .X / i 7940# 15 14 13 123x4 = 11 7 Prri 4x6 = 3x4 = 2x3 H 4x4-= lAIA 3x6 = 0 -9 -12 12 -10-8 0 -9 -12 ' 1 2 -0 -12 Plate Offsets (X,Y): [5:0- 1- 8,Edge], [6:0- 1- 8,0 -0 -0], [12:0- 1- 8,Edge], [13:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.28 Vert(LL) -0.10 11 -12 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.17 11 -12 >843 240 BCLL 0 0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 47 Ib FT = 4%F, 10 % E LUMBER TOP CHORD 4 X 2 SPF 1650F 1.5E NOTES (8) BOT CHORD 4 X 2 SPF 1650F 1.5E 1) Unbalanced floor live loads have been considered for this design. WEBS 4 X 2 SPF No.2 2) All bearings are assumed to be SPF No.2 . BRACING 3) This truss is designed in accordance with the 2009 International Residential Code TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BOT CHORD analysis and design of this truss. Rigid ceiling directly applied or 10 -0 -0 oc bracing. 5) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each REACTIONS (Ib /size) truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer R R = 722/0 -5-4 (min. 0 -1 -8) ends or restrained by other means. 10 2 = 792/0-5-8 (min. 0 -1 -8) 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 7) All Pla Do a erect truss ackwards. TOP CHORD 8) All Platt es es 20 Gauge Unless Noted 2- 3=- 904/0, 3-4 =- 898/0, 4 -5 =- 2072/0, 5 -6 =- 2445/0, 6- 7=- 2445/0, LOAD CASE(S) 7 -8 =- 1655/0 Standard BOT CHORD 14-15=0/1658, 13-14=0/2445, 12-13=0/2445, 11-12=0/2194, 10- 11= 0/1036 WEBS 8- 10=- 1228/0, 8 -11= 0/756, 7 -11 =- 657/0, 7- 12= 0/523, 2- 15= 0/1071, 4 -15 =- 927/0, 4- 14= 0/516, 5- 14= -545/0 Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA - Q1204263 F3 Floor Truss 2 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:12 2012 Page 1 I D:dC3y51 aJCIHyYjyhVVUqYyznDJk- ItNghcGm ?dQH Qq WauYigDpxjWJRG3cu EQxJ D8OzNbTr 0-8-4 1 -3 -0 , 1 -9-0 5 -1P 1 - Sc le = 1:20.4 5-3-12 J 6x6 = 2x3 I I 3x6 == 3x6 = 2 1 2 3 4 5 6 7 8 9 10 11 0 i x o �I, �V �/ '� � �t � - el I � ' 4 o e 12 20 19 18 17 16 15 ON 13 12 3x6 = 2x3 I I 3x6 = 4x9 = 2x3 699#/0# 1403#/0# 0 -9 -12 12 -10-8 16 -1 -14 1 0-9-12 1 12 -0-12 3 -3 -6 I Plate Offsets (X,Y): [5:0- 1- 8,Edge], [6:0- 1- 8,0 -0 -01 [11:0- 1- 8,Edge], [12:0- 1- 8,Edge], [16:0- 1- 8,Edgej, [17:0- 1- 8,Edge] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.38 Vert(LL) -0.10 17 -18 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.17 17 -18 >869 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) -0.01 12 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight: 61 Ib FT = 4 %F, 10 %E LUMBER TOP CHORD 4 X 2 SPF 1650E 1.5E 8) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each BOT CHORD 4 X 2 SPF 1650E 1.5E TOP CHORD truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer WEBS 4 X 2 SPF No.2 11 -12 =- 66/304, 2 -3 =- 784/0, 3-4 =- 780/0, 4 -5 =- 1691/0, ends or restrained by other means. BRACING 5 - = - 1829/0, 6 -7 =- 1829/0, 7 -8 =- 620/0, 8 -9= 0/1354, 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not TOP CHORD 9- 10= 0/1354 exceed 0.500in. Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. BOT CHORD 10) CAUTION, Do not erect truss backwards. BOT CHORD 18- 19= 0/1435, 17- 18= 0/1829, 16- 17= 0/1829, 15- 16= 0/1327, 11) All Plates 20 Gauge Unless Noted Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: 14 -15 =- 273/0, 13- 14= -704/0 6-0-0 oc bracing: 14- 15,13 -14. WEBS LOAD CASE(S) 2- 19= 0/930, 4- 19=- 799/0, 4- 18= 0/326, 5-18 =- 264/0, Standard REACTIONS (Ib /size) 8 -14 =- 1426/0, 8- 15= 0/902, 7 -15 =- 863/0, 7- 16= 0/684, 12 = - 187 /Mechanical 10 -14 =- 916/0, 10 -13= 0/623, 11 -13= -374/0 2 = 699/0 -5 -8 (min. 0-1-8) 14 = 1403/0 -5-4 (min. 0-1-8) NOTES (11) Max Uplift 1) Unbalanced floor live loads have been considered for this design. 12 = - 312(LC 2) 2) All plates are 3x4 MT20 unless otherwise indicated. Max Gray 3) All bearings are assumed to be SPF No.2 . 12 = 58(LC 3) 4) Refer to girder(s) for truss to truss connections. 2 = 699(LC 1) 5) Provide mechanical connection (by others) of truss to bearing plate capable of 14 = 1403(LC 1) withstanding 312 Ib uplift at joint 12. 6) This truss is designed in accordance with the 2009 International Residential Code FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. TOP CHORD 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the 11 -12 =- 66/304, 2- 3=- 784/0, 3-4 =- 780/0, 4 -5 =- 1691/0, analysis and design of this truss. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA _ Q1204263 F2 Floor Truss 1 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:57:09 2012 Page 1 ID:dC3y51 aJCIHyYjyhWUgYyznDJk- LIhh3aEuii2iZNn ?CQ9ycBJ495MJsCGojz5ZX3zNbTu 0 -8-4 1 -3 -0 I 11 -6-0 I 2-2-8 I 0 -8 scale e = 1:35.4 THIS END TOWARDS STAIRS 5-3-12 5 -3 -12 2x3 H 5x9 = 2x3 6x6 = 4x6 = 2x3 I I 3x6 FP= 4x9 = 3x6 = 3x6 == 3x6 = 2x3 2x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 ci i F oi. a. y - ._ 1...1 � - j I �� - .�III- B 1 ■ Art AAA a 32 31 30 29 28 27 26 25 24 23 22 21 20 19 4x9 = 4x6 = 5x6 = 3x6 FP 4x12 = 3x6 = 2x3 H 3x6 = 1009#40# 2082#/0# 369#/ -58# 4x9 = 0_-9-12 11 -11-4 13 -8-4 16 -2-4 18 -10-8 28 -0-4 -9 -1 11 -1 -8 1 -9-0 2 -6 -0 2 -8-4 9 -1 -12 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [9:0- 1- 8,0 -0 -0], [16:0- 1- 8,Edge], [17:0- 1- 8,Edge], [18:0- 1- 8,Edge], [20:0- 1- 8,0 -0 -0], [21:0- 1- 8,Edge], [26:0- 1- 8,Edge], [27:0- 1- 8,Edge], [33:0- 1- 8,0 -0 -8] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.83 Vert(LL) -0.39 27 -28 >565 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.66 27 -28 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) -0.03 19 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 112 Ib FT = 4%F, 10 % E LUMBER TOP CHORD 4 X 2 SPF 2100F 1.8E 5) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 2 -3 =- 1277/0, 3 -4=- 1273/0, 4 -5 =- 3162/0, 5 -6 =- 4208/0, 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING 6 -7 =- 4499/0, 7 -8 =- 3365/0, 8 -9 =- 3365/0, 9 -10 =- 3365/0, analysis and design of this truss. TOP CHORD 10 -11 =- 3365/0, 11- 12=- 669/529, 12- 13= 0/3054, 13- 14= 0/3054, 7) Required 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except end verticals. 14 -15= 0/1351, 15 -16 =- 605/339, 16 -17 =- 605/339 with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or BOT CHORD BOT CHORD restrained by other means. Rigid ceiling directly applied or 6 -0 -0 oc bracing. 30 -31= 0/2381, 29- 30= 0/3869, 28- 29= 0/4520, 27 -28= 0/4246, 26- 27= 0/3365, 25 -26 =- 45/1988, 24 -25 =- 1314/0, 23- 24=- 1314/0, 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. REACTIONS (Ib /size) 22 -23 =- 1850/0, 21 -22 =- 894/434, 20 -21 =- 339/605, 9) CAUTION, Do not erect truss backwards. 19 = 234/0 -3 -8 (min. 0 -1 -8) 19-20 -- 339/605 10) All Plates 20 Gauge Unless Noted 2 = 1009/0 -5 -8 (min. 0-1-8) WEBS 23 = 2082/0 -5-4 (min. 0 -1 -8) 2 -31= 0/1519, 4 -31 =- 1351/0, 4 -30= 0/953, 5 -30 =- 864/0, LOAD CASE(S) Max Uplift 5- 29= 0/414, 6 -29 =- 380/0, 7- 28= 0/454, 7 -27 =- 1261/0, Standard 19 = -58(LC 2) 12- 23=- 2170/0, 12- 25= 0/1551, 14 -23 =- 1419/0, 14- 22= 0/908, Max Gray 15 -22 =- 889/0, 15- 21= 0/827, 16 -21 =- 291/0, 17 -19 =- 707/403, 19 = 369(LC 3) 9 -26 =- 610/0, 11- 26= 0/1813, 11- 25=- 1678/0, 8-27 =0/384 2 = 1009(LC 1) 23 = 2082(LC 1) NOTES (10) 1) Unbalanced floor live loads have been considered for this design. FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 2) All plates are 3x4 MT20 unless otherwise indicated. TOP CHORD 3) All bearings are assumed to be SPF No.2 . 2 -3 =- 1277/0, 3 -4=- 1273/0, 4 -5 =- 3162/0, 5- 6= 4208/0, 4) Provide mechanical connection (by others) of truss to bearing plate capable of 6- 7= 4499/0. 7 -8 =- 3365/0. 8 -9 =- 3365/0, 9 -10 =- 3365/0, withstanding 58 Ib uplift at joint 19. Job Truss Truss Type Qty Ply LOT #2 BEECHWOOD NORTHAMPTON, MA Q1204263 F1 Floor Truss 5 1 Job Reference (optional) Truss Engineering Corp., Indian Orchard, MA 01151 7.250 s Nov 19 2010 MiTek Industries, Inc. Tue Apr 24 06:56:59 2012 Page 1 I D:d C3y51 aJCI HyYjyh W UgYyzn DJk- dN4vz96c3d n7Mq 14dJzcC4vPr3y9WgSKQPg 1 BezNbU2 0-8-4 1 -3 -0� i 1 -0 -q 1 -9 -0_ 11 -9 -0 -8 THIS END TOWARDS STAI S ale 1:39.7 5x9 = 5-3-12 5-3-12 6x6 = 4x6 = 2x3 2�C3 1I 3x6 FP= 4x9 = 3)- = 4x6 = 2i i 6x6 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 T - T" • - _ B1 ffiiu -__ ' B2 1 INN 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 1009#10# 4x9 -= 4x6 = 4x4 = 3x6 FP =4x9 = 21tiiikt 4x6 4x6 = 2x3 I 3x6 =630#/0# 5x6 = 0-9-12 18 -10-8 , 4 30 -11-4 31 -9 01 -9 -12 18 -0-12 12 -0 -12 0 -9 -1 Plate Offsets (X,Y): [8:0- 1- 8,Edge], [9:0- 1- 8,0 -0 -0], [16:0- 1- 8,Edge], [17:0- 1- 8,Edgel, [20:0- 1- 11,Edge], [25:0- 1- 8,0 -0 -0], [26:0- 1- 8,Edge], [ 31:0- 1- 8,Edge], [32:0- 1- 8,Edge] LOADING (psf) SPACING 2 - - CSI DEFL in (loc) I /defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.76 Vert(LL) -0.36 32 -33 >613 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.61 32 -33 >356 240 BCLL 0 -0 Rep Stress Incr YES WB 0.53 Horz(TL) -0.04 20 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 139 Ib FT = 4 %F, 10%E LUMBER TOP CHORD 4 X 2 SYP 2850F 2.3E 4) This truss is designed in accordance with the 2009 International Residential Code BOT CHORD 4 X 2 SYP 2850F 2.3E TOP CHORD sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. WEBS 4 X 2 SPF No.2 2- 3=- 1265/0, 3-4 =- 1261/0, 4 -5 =- 3129/0, 5 -6 =- 4154/0, 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the BRACING 6 -7 =- 4420/0, 7 -8 =- 3307/0, 8 -9 =- 3307/0, 9-10 =- 3307/0, �g nalysis and design of this truss. TOP CHORD 10 -11 =- 531/416, , 11-12=-531/416, 12- 13= 0/3040, 13 -14 =0 /3040, / it 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss Structural wood sheathing directly applied or 6 -0 -0 oc puffins. 14-15=-465/1467, 15-16=-1734/438, 16- 17=- 1734/438, _ with 3-10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or BOT CHORD 17 -18 =- 1630/93, 18 -19 =- 760/0, 19- 20= -764/0 restrained by other means. Rigid ceiling directly applied or 6 -0 -0 oc bracing. BOT CHORD 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not 35-36= 0/2358, 34 -35= 0/3826, 33- 34= 0/4452, 32- 33= 0/4147, exceed 0.500in. REACTIONS (Ib /size) 31- 32= 0/3307, 30- 31= 0/1850, 29- 30= 0/1850, 28- 29=- 1251/0, 8) CAUTION, Do not erect truss backwards. 2 = 1009/0 -5 -8 (min. 0 -1 -8) 27 -28 =- 1925/0, 26 -27 =- 1001/1197, 25- 26=- 438/1734, 9) All Plates 20 Gauge Unless Noted 28 = 2194/0 -5-4 (min. 0 -1 -8) 24- 25= -438/1734, 23- 24= 0/1397 20 = 575/0 -5 -8 (min. 0 -1 -8) WEBS LOAD CASE(S) Max Gray 12 -28 =- 2171/0, 12 -29= 0/1543, 10 -29 =- 1661/0, 10 -31= 0/1888, Standard 2 = 1009(LC 1) 9 -31 =- 693/0, 2 -36= 0/1505, 4 -36 =- 1339/0, 4 -35= 0/941, 28 = 2194(LC 1) 5 -35= -851 /0, 5- 34= 0/401, 6 -34 =- 363/0, 7- 33= 0/458, 20 = 630(LC 3) 7 -32 =- 1265/0, 8- 32= 0/518, 14- 28=- 1620/0, 14- 27= 0/1081, 15- 27=- 1116/0,15 -26 =0 /1117,16 -26 =- 367/0,20 -23= 0/907, FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. 18- 23=- 777/9, 18 -24 =- 177/285, 17 -24 =- 124/415, 17- 25= -253/0 TOP CHORD 2 -3 =- 1265/0, 3- 4=- 1261/0, 4 -5 =- 3129/0, 5-6 =- 4154/0, NOTES (9) 6 -7 =- 4420/0, 7 -8 =- 3307/0, 8 -9 =- 3307/0, 9 -10 =- 3307/0, 1) Unbalanced floor live loads have been considered for this design. 10 -11 =- 531/416, 11 -12 =- 531/416, 12- 13= 0/3040, 13- 14= 0/3040, 2) All plates are 3x4 MT20 unless otherwise indicated. 14 -15 =- 465/1467, 15- 16=- 1734/438, 16 -17 =- 1734/438, 3) All bearings are assumed to be SPF No.2 . gill lk 38 -00 -00 16 -00 -00 22 -00 -00 N N A t O O O 00 t t O O O 0 13 -08 -04 5 -03 -12 5 -03 -12 7 -08 -04 1 -10 -04 cn cm rn 2 -00.00 rn 0 0 ° — 2 -00 -00 T o o co o o i o D73 co , o co co 2- Nip -00 � � F2 m =' 2 -00 -00 - 1- N G 9 0o W 200-00 r 2- ^ e F t • A o 9 -05 -02 1 it ! edgy 0 1 -i : -00 FG2 IN o F 115 -12 F4 0 00 t 0 0 o 13 -00 -00 ' 13 -00 -00 6 -00 -00 26 -00 -00 6 -00 -00 38 -00 -00 0 O O o This non - structural placement plan is provided for Identifying the location of trusses as supplied by Truss Engineering Corporation (TEC). No responsibility is taken or •' In m Z E m Z imp by TEC for the structural integrity of the structure below the Musses or the affects of TEC's product on the structure as a whole. The truss installer shall follow all J r 3 z 3 BCSI recommendations, construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied 0 OZ m 3 to trusses until properly and fully installed, including all sheathing, hangers, wall anchors, lateral web bracing (as shown on individual shop drawings), and permanent CI 7 m m c , bracing (as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses, D t'x D � . ' including but not limited to bearing locations and requirements, ply to ply nailing, lateral web bracing, and truss spacing. Truss Engineering Corporation strictly adheres to � 1 U > r go co - - 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 1 --1 m m 41. specifications unless clearly defined otherwise i n writing by TEC. O m m C ra ' Z --I W This placement plan is Truss Engineering Corporation's /NTERPRETA TION of plans and drawings as supplied to us. The building owner /owner's agent is solely responsible Ill 1 t m for verifying all dimensions, geometry, loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC L./._, 0 P P Y g �, Y- q Y com l immediately of any discrepancies. The building owner /owner's agent Is responsible for coordinating all construction details between trades. Truss Engineering 1 L Corporation isNCT responsible for field verification of dimensions or special conditions. No trusses supplied by Truss Engineering Corporation may be cut, drilled, or 0 altered In any way without first contacting TEC and receiving engineering documents allowing such • < > m 0 specifications unless clearly defined otherwise in writing by TEC. SUB-TOTAL 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 WIDE LOAD / 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 ESCORT FEE 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 GRAND TOTAL 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. * ** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER * ** pproved By: Approval Date: PO #: Requested Delivery Date: CONTRACTOR QUOTE 1-'KIN I EL) UN: 04/24/12 rmut 2 QUOTE # Q1204263 DATE QUOTED:04 /24/12 E N G IN E RING 181 GOODWIN ST VALID UNTIL: 05/22/12 � C RP ATION PO BOX 51027 '� INDIAN ORCHARD, MA 01151 Job: LISA BALLESTEROS & DAVID RAKER MONTAGUE FARMHOUSE /VILLAGE HILL MANUFACTURERS OF ROOF & FLOOR TRUSSES LOT #2 BEECHWOOD PARKSIDE Phone (413) 543 -1298 Fax (413) 543 -1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA Quote To:r.k. Miles, Inc. Requested By: ANDY CLOGSTON 24 West St. West Hatfield, MA 01088 Quoted By: Brian Tetreault Attn:ANDY CLOGSTON Phone: (413) 247 -8300 SPECIAL INSTRUCTIONS: *WILL NEED TO VERIFY 1ST FLR. TOP CHORD BEARING CONDITION PRIOR TO ORDER. *ADDITIONAL 10 PSF DEAD LOAD ADDED TO TOP CHORD FOR OPTIONAL SOLAR PANELS. FLOOR TRUSSES LOADING TCLL-TCDL-BCLL -SCDL STRESS NCR INFORMATION 140.0,10.0,0.0,10.0 1.00 FLOOR TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUTBRT 04/23/12 FLOOR I QTYI I r I TRUSS ID I DEPTH BASE O/A I END TYPE I CANTILEVER I STUB I UNIT PROFILE PLY1 SPAN SPAN LEFT 1 RIGHT LEFT 1 RIGHT LEFT 1 RIGHT WEIGHT ® 1� F7 01 -00 -00 1 28- 01 -12, 28 -01 -12 r n 122 m 2 i F8 01 -00 -00 1 16- 03 -06' 16 -03 -06 1 r 3 61 2 F9 01 -00 -00 13 -01 -12 13 -01 -12 r 47 • '1 FG1 01 -00 -00 09 -04 -06 1 _. 1 09- 04 -06 E m 34 � 1 FG2 01 -00 -00 j 13 -01 -02 I 13 -01 -02 r ,' 47 34 01 -00 -00 13 -01 -12 ! 13 -01 -12 I � ' 1 FG4 � ' t� . � ='_° �I 1%1 1 FG3 01 -00 -00 09 -03 -08 ' 09 -03 -08 pi_ _14 49 i 1 ITEMS QTY I ITEM CATEGORY I LENGTH NOTES FT -IN -16 6 HUS26 Hanger 4 ITT411.8 HGR 00 -00 -00 1 SPECIAL ORDER -NON STOCK CON TRA C TOR QUOTE HKINIEUUN: U4/24/12 r/At.t 1 QUOTE # Q1204263 T DATE QUOTED:04 /24/12 EN� 1' 181 GOODWIN ST VALID UNTIL: 05/22/12 INEERI p0 BOX 51027 C - - 'TI N Job: LISA BALLESTEROS & DAVID RAKER i�� ∎ ∎��i I NDIAN ORCHARD, MA 01151 MONTAGUE FARMHOUSE /VILLAGE HILL MANUFACTURERS OF ROOF & FLOOR TRUSSES LOT #2 BEECHWOOD PARKSIDE Phone (413) 543 -1298 Fax (413) 543.1847 Toll Free (800) 456 -0187 NORTHAMPTON, MA Quote To:r -k. Miles, Inc. Requested By: ANDY CLOGSTON 24 West St. West Hatfield, MA 01088 Quoted By: Brian Tetreault Attn:ANDY CLOGSTON Phone: (413) 247 -8300 SPECIAL INSTRUCTIONS: *WILL NEED TO VERIFY 1ST FLR. TOP CHORD BEARING CONDITION PRIOR TO ORDER. *ADDITIONAL 10 PSF DEAD LOAD ADDED TO TOP CHORD FOR OPTIONAL SOLAR PANELS. ROOF TRUSSES LOADING cLL- TCIX-BCLL -scot STRESS INCR ROOF TRUSS SPACING:24.0 IN. O.C. (TYP.) LAYOUTBRT 04/23/12 INFORMATION 50.0,10.0,0.0,10.0 1.15 I PROFILE I CITY UNIT I PITCH TYPE BASE I O/A � LUMBER OVRHG ! CANT SHIPPING HEIGHT WEIGHT PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT 1 RIGHT 1 1 Common Truss 05 -01 -00 101 -- --4 2 Ply 7.00 0.001 G1 14 -00 -00 14 -00 -00 2 X 62 X 10 Common Truss 00 -10 -08 00 -10 -08 4: T. 2 7.00 0.00( T1 14 -00 -00 14 -00 -00 2 X 4i 2 X 4 05-01 -00 53 1 x T / .. Common Truss 00 -10 -08 00 -10 -08 1 I 05 -01 -00 57 + 9 7.00i O.0 00 -10 -08 00-10-08 08 -07 -00 118 T1 GE 14 -00 -00 14 -00 -00 2 X 6 2 X 4 COMMON I 6 7.001 0.0C COMMON 26 -00 -00 26 -00 -00 2 X 4 2 X 4 00 -10 -08 08 -07 -00 118 GABLE 00 -10 -08 �+ # +1 = 1 7.00 0.00 T2ASGE 26 -00 -00 26 -00 -00 2 X 412 X 4 08 -07 -00 173 00 -10 -08 00 -10 -08 d „t 1 7.00' 0.00 COMMON T2GE 26 -00 -00 26 -00 -00 2 X 4 08 -07 -00 '� 129 Y + 1 7.00, 0.00 Valle Truss 1 ; 1 V1 09 -11 -12 09 -11 -12 2 X 41 02 -11 -D5 26 i 2X4 Valley Truss 01 -09 -05 13 ...- - - 1 7.001 0.00 V2 05 -11 -12 05 -11 -12 2 X 4';, 2 X 4 FLOOR TRUSSES LOADING Tcu- TCOL -sclL -scot STRESS INCR FLOOR TRUSS SPACING: 24.0 IN. O.C. (TYP.) LAYOUTBRT 04/23/12 INFORMATION 40.0,10.0,0.0,10.0 1.00 FLOOR IQTY� TRUSS ID DEPTH BASE OIA END TYPE I CANTILEVER STUB I UNIT I PROFILE PLY I SPAN SPAN LEFT 1 RIGHT LEFT 1 RIGHT LEFT 1 RIGHT WEIGHT .o+�� 5 1 1 F1 01 -00 -00 31- 09 -00 31 -09 -00 M 1 138 F10 7 26 -00 -00 r n ] 94 01 02 -00 I 06 -00 00 �` 06 -00 -00 r� 41 41 II P! 1 N +a F11 Fu- 24 13 F12 01 -02 -00 22 -00 -00 22 -00 -00 r n, 83 : 1 -00 -00 - - - 004 111 �' F2 0 28 00 04 ' 28 0 111 1 j 1 I 32521=2SIZS2 F3 L 3 1 61 - S2 '. 2 F4 01 -00 -00 I I, 12- 0 10 -08 ' 12- 0 10 -08 ni 2i 47 seccaszsozaccesr 6 , F5 01 -00 -00 125 -09 -00 25 -09 -00 ICI � -, 94 ormammormeseamrarsra F6 01 -00 -00 32 -00 -001 � 6 32 -00 -00 (� n 139 eyotnio 8cruc1ure " "z.,1 WnghtVfllagetannhouse - Level 2 -21 -1. mBeamEngine 4.509s faterials Database 1318 10:15am 1 of Member Data Description: CalcB2 Member Type: Beam Application: Floor Comments: Beam G Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: Y: \WrightVil Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 4' 11.75" 73 228 Live Replacement Uniform (PLF) Top 4' 11.75" 7' 5.75" 73 228 Live Replacement Uniform (PLF) Top 7' 5.75" 8' 9.00" 73 228 Live TI rr / 8 9 0 p 8 9 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 1340# -- 2 8' 7.750" Wall N/A N/A 1.500" 1340# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 357# 983# 2 357# 983# Design spans 8' 7.750" Product: 1- 3/4x9 -112 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 2897.'# 13958.'# 20% 4.32' Total load D +L Shear 1095.# 6317.# 17% 8.21' Total load D +L TL Deflection 0.0779" 0.4323" L/999+ 4.32' Total load D +L LL Deflection 0.0572" 0.2882" L/999+ 4.32' Total load L Control: Positive Moment DOLs: Live = 100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of [heir respective owners Michael Greaney r ' ' r.k. Miles, Inc. '< +. " . ,. Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The eytsuna trucnlre • ° z.s i UK W n ght V 111age1' armhouse - Level 2 -2 / -1: nBeamEngine 4.509s aterials Database 1318 10:12am 1of Member Data Description: CaIcB1 Member Type: Beam Application: Floor Comments: Beam F © Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 1' 11.25" 244 650 Live Replacement Uniform (PLF) Top 1' 11.25" 6' 11.00" 244 650 Live 1 TI 1? / / 6 11 0 / 611 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.500" 3084# -- 2 6' 9.750" Wall N/A N/A 1.500" 3084# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 870# 2214# 2 870# 2214# Design spans 6' 9.750" Product: 1- 314x11 -7/8 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 5253.'# 21275.'# 24% 3.41' Total load D +L Shear 2188.# 7897.# 27% 0.01' Total load D +L TL Deflection 0.0449" 0.3406" L/999+ 3.41' Total load D +L LL Deflection 0.0322" 0.2271" L/999+ 3.41' Total load L Control: Shear DOLs: Live = 100% Snow = 115% Roof = 125% Wind = 160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney '` r.k. Miles, Inc. r-,, Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The eyomta Nr°cture. "z."UK W nght V f llagel- armhouse - Level 2 -2 /-L nBeamEngine 4.509s aterials Database 1318 10: 1 1 am 1 of Member Data Description: CatcG4 Member Type: Girder Application: Floor Comments: Beam D Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 11.50" -111 -373 Live Replacement Uniform (PLF) Top 0' 11.50" 2' 5.50" -32 -162 Live Replacement Uniform (PLF) Top 2' 5.50" 4' 8.25" -32 -162 Live I 4 8 4 O 0 4 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 22# -478# 2 3' 9.250" Girder N/A N/A N/A 22# -352# Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 -75# -402# 2 -41# -311# Design spans 3' 9.250" Product: 1- 3/4x11 -7/8 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Review gravity uplift reaction force of 4781bs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 353Ibs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21.'# 19147.'# 0% 1.89' Total load D Negative Moment 342.'# 21275.'# 1% 1.89' Total load D +L Negative Unbrcd 342.'# 20983.'# 1% 1.89' Total load D +L Shear 173.# 7897.# 2% 2.83' Total load D +L TL Deflection 0.0010" 0.1885" L/999+ 1.89' Total load D +L LL Deflection 0.0010" 0.1257" L/999+ 1.89' Total load L Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Michael Greaney 1"" r.k. Miles, Inc. k -"' '4,,:::„,, -.. Cop (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The y,, ynuua arrucntre ° L._, I. UK W nght V t l lageF art - Level 2 -2 1- 1: iBcamEngine 4.509s aterials Database 1318 10:24am 1of Member Data Description: CaIcB3 Member Type: Beam Application: Floor comments: Beam C w /bonus Top Lateral Bracing: Continuous Bottom Lateral Brac (See Below) Standard Load: Moisture Condition Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 0 PLF Deck Connection: Nailed Member Weight: 13.8 PLF Filename: Y: \WrightVil Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 6.00" 0 550 Snow Replacement Uniform (PLF) Top 0' 0.00" 0' 6.00" 340 480 Live Replacement Uniform (PLF) Top 0' 6.00" 24' 4.63" 0 550 Snow Replacement Uniform (PLF) Top 0' 6.00" 24' 4.63" 340 480 Live Replacement Uniform (PLF) Top 24' 4.63" 24' 6.63" 120 480 Live Replacement Uniform (PLF) Top 24' 6.63" 24' 8.00" 120 480 Live 11 h , T / ® 11 6 0 GI 12 2 0 ®/ 2480 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 1.375" Wall N/A N/A 2.105" 5527# -- 2 11' 7.375" Wall N/A N/A 6.350" 16670# -- 3 23' 9.375" Wall N/A N/A 2.235" 5867# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Snow 1 1535# 2480# 2842# 2 5236# 7105# 8141# 3 1683# 2600# 2979# Design spans 0' 1.375" (left cant) 11' 6.000" 12' 2.000" 0' 1.375" (right cant) Product: 1- 3/4x14 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks. ** Minimum 6.35" bearing required at bearing # 2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 14584.'# 33390.'# 43% 18.91' Odd Spans D +0.75(L +S) Negative Moment 19760.'# 33390.'# 59% 11.61' Adjacent 2 D +0.75(L +S) Negative Unbrcd 19760.'# 33966.'# 58% 11.61' Adjacent 2 D +0.75(L +S) Shear 7162.# 10706.# 66% 11.62' Adjacent 2 D +0.75(L +S) TL Deflection 0.2132" 0.6083" L/684 18.31' Odd Spans D +0.75(L +S) LL Deflection 0.1649" 0.4056" L/885 18.31' Odd Spans 0.75(L +S) TL Defl., Lt. - 0.0059" 0.2000" 2L/467 0' Even Spans D +0.75(L +S) LL Defl., Lt. - 0.0046" 0.2000" 2L/599 0' Even Spans 0.75(L +S) TL Defl., Rt. - 0.0071" 0.2000" 2U389 23.9' Odd Spans D +0.75(L +S) LL Defl., Rt. - 0.0053" 0.2000" 2L/516 23.9' Odd Spans 0.75(L +S) Control: Shear DOLs: Live =100% Snow =115% Roof =125% Wind =160% Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney fe' ' r.k. Miles, Inc. " ,a ',° %• r � x4 - -.- Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The ytsuu structure-z...1 I UK W right V illagek armh0USe - Level 2 -2 / -1. BeamEngine 4.509s aerials Database 13 18 10:30am 1 of Jlember Data )escription: CaIcG4 Member Type: Girder Application: Floor ;omments: Beam B b Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC )ead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total -ive Load: 0 PLF Deck Connection: Nailed Member Weight: 11.7 PLF Filename: Y: \WrightVil )ther Loads hype Trib. Dead Other Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 11.50" -111 -373 Live Replacement Uniform (PLF) Top 0' 11.50" 2' 5.50" -32 -162 Live Replacement Uniform (PLF) Top 2' 5.50" 4' 8.25" -32 -162 Live / / 4 8 4 / O m / 4 8 4 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required . Reaction Uplift 1 0' 0.000" Girder N/A N/A N/A 22# -478# 2 3' 9.250" Girder N/A N/A N/A 22# -352# Maximum Load Case Reactions • Used for applying point loads (or line loads) to carrying members Dead Live 1 -75# -402# 2 -41# -311# Design spans 3' 9.250" Product: 1- 3/4x11 -7/8 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Review gravity uplift reaction force of 478Ibs at bearing 1 and ensure that the structure can resist appropriately. Review gravity uplift reaction force of 3531bs at bearing 2 and ensure that the structure can resist appropriately. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 21,'# 19147.'# 0% 1.89' Total load D Negative Moment 342.'# 21275.'# 1% 1.89' Total load D +L Negative Unbrcd 342.'# 20983.'# 1% 1.89' Total load D +L Shear 173.# 7897.# 2% 2.83' Total load D +L TL Deflection 0.0010" 0.1885" L/999+ 1.89' Total load D +L LL Deflection 0.0010" 0.1257" L/999+ 1.89' Total load L Control: Shear DOLs: Live = 100% Snow =115% Roof = 125% Wind = 160% . Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. All product names are trademarks of their respective owners Michael Greaney ,,,,,.4.,;' ,' r.k. Miles, Inc. + Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The ryrsuuu Nntcmre• "z _., i UK W nghtV i llagek atll]house - Level 3 -29 -1 113eamEngine 4.509s aterials Database 1318 9:01 aril 2of: Actual Allowable Capacity Location Loading Shear 9047.# 11845.# 76% 23.62' Total load D +L 1 Deflection 0.0513" 0.3807" 1J999+ 28.18' Total load D +L .L Deflection 0.0361" 0.2538" L/999+ 28.18' Total load L ;ontrol: Shear DOLs: Live = 100% Snow = 115% Roof = 125% Wind = 160% Design assumes a repetitive member use increase in bending stress: 4 % Manufacturer's installation guide MUST be consulted for multi -ply connection details and alternatives All product names are trademarks of their respective owners Michael Greaney y,k r' ` ". + v r.k. Miles, Inc. , - E R . ` i m ,,,,. Copyright (C)1987 -2011 by Keymark Enterprises. LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The !yrsulio nti ucmre • ••L..11 UK W nght V i I IageFarmhouse - Level 3 -29 -1, 1BeamEngine 4 1)9s aterials Database 1318 9:Olam 1 of Member Data )escription: B3 Member Type: Beam Application: Roof :omments: ^ Top Lateral Bracing: Continuous Slope: 0.00 / 12 /� Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 0 PLF Deflection Criteria: L/360 live, L/240 total _ive Load: 0 PLF Deck Connection: Nailed Member Weight: 17.6 PLF Filename: Y: \WrightVil Other Loads type Trib. Dead Other ;Description) Side Begin End Width Start End Start End Category Replacement Uniform (PLF) Top 0' 0.00" 0' 7.75" 601 1300 Live Replacement Uniform (PLF) Top 0' 7.75" 2' 2.00" 601 1300 Live Replacement Uniform (PLF) Top 2' 2.00" 3' 7.75" 244 650 Live Replacement Uniform (PLF) Top 3' 7.75" 3' 11.75" 244 650 Live Replacement Uniform (PLF) Top 3' 11.75" 8' 10.00" 244 650 Live Replacement Uniform (PLF) Top 8' 10.00" 11' 4.00" 601 1300 Live Replacement Uniform (PLF) Top 11' 4.00" 12' 5.75" 244 650 Live Replacement Uniform (PLF) Top 12' 5.75" 14' 6.00" 244 650 Live Replacement Uniform (PLF) Top 14' 6.00" 15' 0.00" 244 650 Live Replacement Uniform (PLF) Top 15' 0.00" 16' 6.00" 209 557 Live Replacement Uniform (PLF) Top 16' 6.00" 18' 0.00" 531 1115 Live Replacement Uniform (PLF) Top 18' 0.00" 18' 6.00" 756 1714 Live Replacement Uniform (PLF) Top 18' 6.00" 22' 0.00" 706 1580 Live Replacement Uniform (PLF) Top 22' 0.00" 32' 0.00" 731 1647 Live Point (LBS) Top 2' 2.00" 859 2167 Live Point (LBS) Top 8' 10.00" 859 2167 Live Point (LBS) Top 11' 4.00" 688 1643 Live Point (LBS) Top 15' 0.00" 91 -201 Live Point (LBS) Top 16' 6.00" 666 1530 Live Point (LBS) Top 18' 6.00" 239 -493 Live Point (LBS) Top 18' 8.75" 21 0 Live r-I , , , , T 9 8 0 0 7 0 0 9 0 0 8 0 0 3200 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.573" 6192# -- 2 7' 7.375" Wall N/A N/A 3.579" 14093# -- 3 14' 7.375" Wall N/A N/A 3.705" 14587# -64# 4 23' 7.375" Wall N/A N/A 5.737" 22589# -- 5 31' 2.750" Wall N/A N/A 1.737" 6839# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 1876# 4323# 2 4135# 10000# 3 4784# 9882# 4 7187# 15506# 5 2127# 4730# Design spans 7' 7.375" 7' 0.000" 9' 0.000" 7' 7.375" Product: 1- 314x11 -718 VERSA -LAM 2.0 3100 SP 3 ply Component Member Design has Passed Design Checks.** Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 9722.'# 33189.'# 29% 28.18' Total load D +L Negative Moment 17503.'# 33189.'# 52% 23.61' Total load D +L Negative Unbrcd 17503.'# 33189.'# 52% 23.61' Total load D +L All product names are trademarks of their respective owners Michael Greaney r , „ i r.k. Miles, Inc. ' r+ 1 % i k , , ,, r Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. West Hatfield, Ma 01088 Passing is defined as when the member, floor Joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The 4 Lot 2 ( #98) 6 -12 -12 ' , ; ; Sri L'arilt Northampton. Ma 10:56am 1 of 1 KeyBeam® 4 507f kmBeamEngine 4 509s Materials Database 1318 Member Data Description: Member Type: Beam Application: Floor Beam over Mast/Bath Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 40 PLF Deck Connection: Nailed Member Weight: 13.8 PLF Filename: KYB1 .Other Loads • Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Point (LBS) Top 6' 9.00" 1897 6105 Roof 1 'If t1• 13 6 0 P el 13 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Spruce- Pine -Fir 3.500" 2.794" 4156# -- 2 13' 0.750" Wall Spruce- Pine -Fir 3.500" 2.794" 4156# - Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Roof 1 1104# 261# 3053# 2 1104# 261# 3053# Design spans 13' 0.750" Product: 1- 3/4x14 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks.** Connect members with 3 rows of 16d common nails at 12.0" oc Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 26639.'# 36293.'# 73% 6.53' Total load D +Lr Shear 4129.# 11637.# 35% 12.41' Total load D +Lr Max. Reaction 4156.# 5206.# 79% 0' Total load D +Lr TL Deflection 0.4107" 0.6531" L/381 6.53' Total load D +Lr LL Deflection 0.3059" 0.4354" L/512 6.53' Total load Lr Control: Max. Reaction DOLs: Live = 100% Snow= 115% Roof = 125% Wind =160% All product names are trademarks of their respective owners Iiii; ;44 t ' Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED **Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturers specifications. Lot #2 ( #98) 6 -12 -12 f r t ;) Northampton, Ma 10:51am loft KeyBeam ®4.507f kmBeamEngine 4 509s Materials Database 1318 Member Data Description: Member Type: Beam Application: Roof struct rdge@ MastrBdrm Top Lateral Bracing: Continuous Slope: 0.00 / 12 Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 15 PLF Deflection Criteria: L/360 live, L/240 total Snow Load: 40 PLF Deck Connection: Nailed Member Weight: 26.6 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Replacement Uniform (PSF) Top 0' 0.00" 24' 8.00" 12' 0.00" 10 40 Live T 11` 24 8 0 O 0/ 24 8 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Spruce- Pine -Fir 8.000" 3.297" 7356# -- 2 23' 5.750" Wall Spruce- Pine -Fir 8.000" 3.297" 7356# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live 1 1721# 5635# 2 1721# 5635# Design spans 23' 5.750" Product: 1- 3/4x18 VERSA -LAM 2.0 3100 SP 3 ply Component Member Design has Passed Design Checks.** Connect members with 3 rows of 16d common nails at 12.0" oc Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 43178.'# 72812.'# 59% 11.74' Total load D +L Shear 6416.# 17955.# 35% 0.01' Total load D +L Max. Reaction 7356.# 17850.# 41% 23.48' Total load D +L TL Deflection 0.8396" 1.1740" L/335 11.74' Total load D +L LL Deflection 0.6432" 0.7826" L/438 11.74' Total load L Control: LL Deflection DOLs: Live =100% Snow =115% Roof =125% Wind =160% Design assumes a repetitive member use increase in bending stress: 4 % . -, ,, All product names are trademarks of their respective owners e fit G Copyright (C)1987 -2011 by Keyrnark Enterprises, LLC. ALL RIGHTS RESERVED. "Passing is defined as when the member, floor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. A: Lot 2 - ( #98) 6 -12 -12 K 'v 3 E1.113 Northampton, Ma. 10:59am loft KeyBeam® 4 507f kmBeamEngine 4 509s Materials Database 1318 Member Data Description: Member Type: Beam Application: Floor Header H MastBdrm Top Lateral Bracing: Continuous Bottom Lateral Bracing: None Standard Load: Moisture Condition: Dry Building Code: IBC / IRC Dead Load: 10 PLF Deflection Criteria: L/360 live, L/240 total Live Load: 30 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename: KYB1 Other Loads Type Trib. Dead Other (Description) Side Begin End Width Start End Start End Category Point (LBS) Top 3' 0.00" 1897 6105 Roof 1 1 1,1 IT i 6 0 0 �O 600 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall Spruce- Pine -Fir 3.500" 2.726" 4055# -- 2 5' 6.750" Wall Spruce- Pine -Fir 3.500" 2.726" 4055# -- Maximum Load Case Reactions Used for applying point loads (or line loads) to carrying members Dead Live Roof 1 1002# 83# 3053# 2 1002# 83# 3053# Design spans 5' 6.750" Product: 1- 314x9 -112 VERSA -LAM 2.0 3100 SP 2 ply Component Member Design has Passed Design Checks.** Connect members with 2 rows of 16d common nails at 12.0" oc Design assumes continuous lateral bracing along the top chord. Design assumes no lateral bracing along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 11203.'# 17447.'# 64% 2.78' Total load D +Lr Shear 4040.# 7897.# 51% 0.01' Total load D +Lr Max. Reaction 4055.# 5206.# 77% 5.56' Total load D +Lr TL Deflection 0.0999" 0.2781" L/668 2.78' Total load D +Lr LL Deflection 0.0756" 0.1854" L/883 2.78' Total load Lr Control: Max. Reaction DOLs: Live = 100% Snow =115% Roof = 125% Wind =160% All product names are trademarks of their respective owners a i „. Copyright (C)1987 -2011 by Keymark Enterprises, LLC. ALL RIGHTS RESERVED. * *Passing is defined as when the member, Poor joist, beam or girder, shown on this drawing meets applicable design criteria for Loads, Loading Conditions, and Spans listed on this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications. 27. Vapor retarders. Although these are still in the code have exceptions, one must understand that there is a difference between a vapor retarder or barrier and an air barrier. An air barrier is intended to stop air flow (convection) a vapor retarder or barrier is intended to stop molecular moisture transfer (diffusion). A vapor retarder or barrier is effective even if there are some holes or gaps, however an air barrier has to be absolute and complete.•1f air can leak through an electrical device or through a crack it follows the path of least resistance and carries 99% of the moisture in a structure. This is evident every time one exposes fiberglass insulation and finds black insulation, which is dirt filter out of the air moving through the insulation. 780 CMR R601.2 for vapor retarders and Table N1102.4.2 for air sealing requirements. 28. Unvented attic assemblies. Hot roofs are allowed, but have specific requirements 780 CMR R806.4. 29. Deck ledgers and post must be appropriately attached, bolts or lags. 780 CMR R502.2.2.1 Note: ThruLoks are engineered for post attachment supporting a railing. 30. Smoke and CO detectors as required. 780 CMR R314 and R315. 31. Closets beneath stair which have doors must be drywalled with 1 /2". 780 CMR R302.7 • Relevant items must be submitted to the building department for approvals before inspections and or CO can be signed. Other items are intended to avoid costly issues at inspections. Feel free to call if you have any questions. My telephone number is 587 -1240 and office hours are Monday through Friday, 8:30 am to 4:30 pm, excepting we close for walk -ins at 12:00 noon on Wednesdays. My email address is: cmiller(c�northamptonma.gov Thank you for your coop-ration on these matter Chuck Miller City of Northampton Assistant Commissioner and Zoning Enforcement b. All corners must be appropriately attached to the foundation. 12. Ceiling heights minimum 7' for habitable spaces, 6'8" for bathrooms includes tub /shower area if a shower head is used, 6'8" for basements, 6'4" at beams /ducts. 780 CMR R305.1. MA amended 13. Hazardous glazing locations, within 24" of a door, or within 60" of a stair, or across from hot tubs, spas, bathtubs within 60" if not 60" above the walking surface, and other locations. 780 CMR R308.4 14. Windows over 72" above grade with the opening Tess than 24 above the finished floor shall meet the 4" sphere rule. Order restrictors. 780 CMR R612.2 15. Egress and emergency escape requirements shall be strictly met. a. Basements, habitable attics, and all sleeping rooms require emergency escape. 780 CMR R310 b. Windows within 44" of floor, DH 3.3 sqft min window size, Casement 20 "x41" exception 5 sqft at 15t floor. Minimum clear opening 20 "x24" or 24 "x20 ". 780 CMR R310.1.1 c. Two doors remote as possible at the normal level of travel, opening measured from the face of the slab to the stop with door at 90 degrees, one 32" and one 28" minimum 78" high. 780 CMR R311.2 d. Landing at each door 36" out and the width of the door, maximum step 7 3 /" from the top of the threshold and only in- swinging doors. 780 CMR R311.3 16. Stairs have critical standards, make sure you know the floor finishes when planning. Minimum tread 9 ", maximum riser 8 % ", maximum overall variance for the run is 3/8 ", 4" sphere rule on risers except where the total rise is 30" or Tess 780 CMR R311.7.4.3 Exception, 4 3/8" on balustrade, 6" in the triangle. Graspable rail 1 '4" minimum and 2" maximum rail, height minimum 34" maximum 38 ", required for 4 or more risers. Landing to landing constitutes a new run. Minimum 6'8" ceiling height from nosing. 780 CMR R311.7. 17. Guards 36" minimum height above walking surface, a bench is a walking surface, required for more than 30" above floor or grade within 36 ", 4" sphere rule. 780 CMR R312.1. 18. Educate the plumber and electrician about maximum notch and hole sizes, and placement. 780 CMR R502.8 and R602.6. In bearing studs holes not larger than 40% of a stud no closer than 5/8 to the edge, In interior non - bearing studs holes not larger than 60% of a stud no closer than 5/8 to the edge, in bearing walls if more than 50% of a plate is cut or notched a 1 1/4" 16ga. strap must extend a minimum of 6" past the cut both directions and be nailed with 8 -10d per side, or holes in joist are a maximum 1/3 the depth not closer than 2" from the top or bottom. Notches — none in the middle 1/3` of the span of the joist, depth of cut max 1 16 of the depth of the joist, width of cut max 1/3 of the depth of joist! 19. Dryer duct transition is limited to 8' of aluminum flex and must be exposed. 780 CMR M1502.4.3 20. Dryer duct maximum equivalent length is 25' including the transition section or per manufacturer's specs. 780 CMR M1502.4.4.1, no screwed connections. 21. Concealed dryer ducts are required to have a label within 6' of the dryer connection stating the equivalent length and risk of fire. See CMR 780 M1502.4.5 22. Markup air is required for any exhaust hood of 400 CFM or more. 780 CMR M1503.4 23. Fireplaces require all combustion air be provided from the exterior and below the firebox, duct work maintaining 1" clearance for 5' from the duct outlet for all fireplaces 24. Fire and draft stopping shall be completed before rough inspection. 780 CMR R302. 25. Ignition barriers in place before final. 780 CMR R316. 26. Energy aspects shall comply with the stretch energy code. 780 CMR Appendix 115AA or 2009 IECC. a. An initial HERS evaluation is required including insulation levels anticipated. b. A final HERS evaluation confirming code requirements have been met including duct testing. c. Energy information including mechanical equipment posted on the electric panel. d. Remodeling and Additions can be completed in accordance with IECC 2009 with Energy Star Building Option Package. City of Northampton r,1 Massachusetts s _ { DEPARTMENT OF BUILDING INSPECTIONS t: d { 212 Main Street • Municipal Building Northampton, MA 01060 ssfr S.v INSPECTOR Wright Builders, Inc. June 18, 2012 48 Bates Street Northampton, MA 01060 • Subject Location /Project: 98 Olander Drive / SFH Map Block: 31C - 038 Mr. Buzzell The following items are code requirements which need to be addressed as part of this project: 1. HVAC work requires a sheet metal permit. The heating system sized in the initial HERS rating is too large. Heating equipment information is required. 2. Initial HERS rating report required. 3. Two anchor bolts are required per sill plate section. 4. All non - prescriptive materials require stamped drawings. 5. Air barriers before tubs or showers go against exterior walls. 6. All point loads /Load Paths must continue to adequate foundation bearing points. As of August 4 2011 the 8 Edition MA code is the 2009 IRC with MA amendments. In the following are some generic requirements which seem to be problematic. This is not a substitute for purchasing and reading the MA codes. 780CMR 2009 IRC with MA amendments. 1. Structures shall conform to 780 CMR 8 Edition 1 and 2 family building codes with MA amendments. 2. Grading plan for structures being constructed required. 780 CMR R401.3 for drainage requirements. 3. A basement drainage system is required in all basements 780 CMR R405.2.3. except those in group 1 soils (table R405.1) 4. Foundations that retain earth and enclose interior space require damp proofing 780 CMR R406.1. 5. Foundation anchor bolts must be Y2 and be embedded a minimum of 7" into the concrete. 10" bolts minimum! 780 CMR R403.1.6 6. Ceiling joist are intended to prevent spread, once raised above the wall plate they become rafters ties, must be in the lower 1/3` of the rafter, and may require up sizing of rafters and increased nailing. Example with a 4" slope 8 -16nd common are required at each connection. 780 CMR R802.3.1. When there is not one of these two a structural ridge is required with a load path to the foundation. 7. Steel straps over the ridge or 1x4 minimum collar ties are required 4' OC in the upper 1 /3 780 CMR R802.3.1 8. Ridge boards must be the full depth of the cut. 780 CMR R802.3. 9. A complete window and header schedule is required. 780 CMR Table R502.5 for header sizing and number of jack studs required. 10. All framing materials which are not code prescriptive must have stamped engineering. a. LVLs b. I -joist and or Floor Truss c. Roof truss 11. A braced wall plan identifying appropriate braced wall areas and braced wall method being used. 780 CMR 602.10. a. Garage corners and large corner window /door layout may require special solutions. MUNICIPAL SEWER/ AVAILABILITY APPLICATION Northampton Streets Department 125 Locust Street Northampton, MA 01060 587 -1570 A Department of Public Works Trench Permit and Sewer Entry Permit shall be required prior to any construction or connection activity associated with this application. Location: 98 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 4/26/12 Reason for Hook into City Sewer System Request: Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 1 /2 deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Size of Service Connection: Type of Service Connection: Tie -in to Sanitary Main Tie -in to Sanitary Stub Comments: \ i�y4 Note: If this availibility is for new construction, this form must be hand delivered to Building Inspector. A corresponding "sewer entrance fee" shall be paid prior to making any connection to the municipal sewer system. Arrangements of such installation shall be made with the Northampton Streets Department with a minimum of 5 working days notification. All work shall conform to Northampton Streets Department specifications. jAk) ni _OP ) John Hall Sewer Department cc: Ned Huntley, Director DPW Louis Hasbrouck, Building Commissioner MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton, MA 01060 587 -1097 A Department of Public Works Trench Permit shall be required prior to any construction or connection activity associated with this application. Location: 98 Olander Drive, Village Hill Inquiry Made By: Wright Builders 586 -8287 Date of Inquiry: 4/26/12 Number of Type of Single Family Apart. Type of Private Units: Unit(s): Multi- family Ownership: Condo Rental (Annlicant to fill out the above) Municipal Water Main in Existing service to Front of Location? Yes: X No: site? Yes: No X Size of Water Main: 6 Material: Ductile Iron Age: 2012 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 75 If done attach results Size of Service Connection 1" Suggested Meter Size: CA A.Nr& e dnvi t. srA -444 art tig f !)' Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. Contractor to install utilities according to approved plan. • A corresponding water entran fee shall be paid prior to making any connection to the municipal water yste . Arr gements of s h • tal tion shall be made with the Northampton Water Department with a minimum of wo g ays • ificat • 1. • r 1 wor sh hco form to /4 2. ater Department specifications. David W. Sparks, Superintendent of Water Dept. Water Entry $200.00 Meter0 Radio $100.00 cc: Ned Huntley, Director # I9 cc: Louis Hasbrouck, Building Commissioner Note: If this availability is for a new construction, it must be hand delivered to the Building Inspector. at r Ap( t:.;i t,ii a .. +.1 " <kI I;S .d: c 41•1■11■ 11111 ■ 111■•----- ,• - _ .1 1 . , ; ' _ ..,• • - 1 • ' . . . .. . 1 , 1 . • . . - tin d 0 • , (e 70W) - 7 - ; • i ti ..--, _...9Ariq t A I 41-cl , I . . • 1 (11'..sirC1 1 I • - 1 1 4)/°1901 rt‘ 5-ag PI ti I ( s..aooT zir --- Aipi 9 'eff i oi 7 . /., .,•A 1 I os,- .2(3•1-..E puz --------- i , I lo 0 .s - =:), .aoc,-:-....-E -as-r •, - ti Ish tskVn .4 o 1 1-, - 5?Pl .1 e• u e 9 -414 q-j- 7.1unourt a 52 aoa - exeri53 1 0 Dot 0 -sreAT ‘7...m;671.11rti..tol,z • -4:,a.:.ss urcyz r, IF, d 01.D3 .-.. 3 t4 I ---"-- f- es AT.I :10 20 IN2K.I.Fr 3 Q Atin:0 1 - 7.... , 3 al r'"! c;;I:t1:4'syscri • • i in dzr ,...„.. f , . .. i :a ............i.aot i , ‘.•':;.‘, \ I ., . ): 2 1 q I l SECTION 8 - CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder : � g'1/1 �w/ / R0 - �rtJ22 t.t/ & a !!! License Number i ll S Sfi., N 0 /a- n+-A-0i P 0, Pm- afio f 13 Address Expiration Date S Y/9 r Signature Telephone 9. Registered Home Improvement Contractor: / Not Applicable ❑ W � khr f i a 4/beg ! 0 ' g v V2eLt/ / 0 / c �o Com an Name Registration Number g ikirg Sr.) N o vvrAe/ P - roP, MA- Date Address Expiration 2??7,(4 Telephone SECTION 10- WORKERS' COMPENSATION INSURANCE AFFIDAVIT (M.G.L. c. 152, § 25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes I No ❑ 11. - Home Owner Exemption The current exemption for "homeowners" was extended to include Owner - occupied Dwellings of one (1) or two(2) families and to allow such homeowner to engage an individual for hire who does not possess a license, provided that the owner acts as supervisor. CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner: Person (s) who own a parcel of land on which he /she resides or intends to reside, on which there is, or is intended to be, a one or two family dwelling, attached or detached structures accessory to such use and/ or farm structures. A person who constructs more than one home in a two -year period shall not be considered a homeowner. Such "homeowner" shall submit to the Building Official, on a form acceptable to the Building Official, that he /she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time, during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152 (Workers' Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death) of the Massachusetts General Laws Annotated, you may be liable for person(s) you hire to perform work for you under this permit. The undersigned "homeowner" certifies and assumes responsibility for compliance with the State Building Code, City of Northampton Ordinances, State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5- DESCRIPTION OF PROPOSED WORK (check all applicable) New House igi Addition ❑ Replacement Windows Alteration(s) ❑ Roofing ❑ Or Doors E Accessory Bldg. ❑ Demolition ❑ New Signs [D] Decks [D Siding [0] Other [0] Brief Description of Proposed N ow l t V �.✓ w /t4rt, Y � pV},a� Alteration of existing bedroom Yes _ No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes �No Plans Attached Roll - Sheet 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family X Two Family Other n b. Number of rooms in each family unit: ( Number of Bathrooms 1 b 1 6, 4111r c. Is there a garage attached? ' ! O k SltQ � p d. Proposed Square footage of new construction. gP / Dimensions (1A c e. Number of stories? r G " f. Method of heating? J p +_k Fireplaces or Woodstoves Number of each — g. Energy Conservation Compliance. -/ e Masscheck Energy Compliance form attached? ( Te h. Type of construction g $ i. Is construction within 100 ft. of wetlands? Yes No. Is construction within 100 yr. floodplain Yes X No j. Depth of basement or cellar floor below finished grade St -_ k. Will building conform to the Building and Zoning regulations? )‹. Yes No . , . D / I. Septic Tank City Sewer V Private well City water Supply X j • 1 SECTION 7a - OWNER AUTHORIZATION - TO BE COMPLETED WHEN (" x vi $ V" - ND uP-S NI OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I, t Vt , v I PGrAI 1 hQV - I, [A0-1 €'u (4.Ce-' / A1014 Well(/ , as Owner of the subject property r., p-. Q� hereby authorize W � kV t (4 t✓ 2 4 to act on my behalf, in all matters relative to work authorized b this building permit applicatign. f 0 r Signature o Date / I, ( e'ttr t7V1 uoG y► , as Owne Authorized gen hereby declare that the statements and information on the foregoing application are true and accurate, to the best o' Y • . edge a o lief. Signed under the pains and penalties of perjury. �' o Pr44 B v i z- g w Print Nfame / / Signature of Owner /Agent Date et-errs S A Al ep-o vEll, ( B b e- t Section 4. ZONING All Information Must Be Completed. Permit Can Be Denied Due To Incomplete Informatio Iq �� Existing Proposed Required by Zoning This column to be fille by Building Depart Lot Size Frontage Setbacks Front Side L: R: L: R: Rear Building Height Bldg. Square Footage Open Space Footage (Lot area minus bldg & paved parking) # of Parking S . . ces Fil • •olume & Location) A. Has a Special Permit /Variance /Finding ever been issued for /on the site? p NO 0 DON'T KNOW 0 YES to (CoiO 1 - V e- e4t-b IF YES, date issued: �1rC�(S -, ( itirAviTi) IF YES: Was the permit recorded at the Registry of Deeds? NO Q DON'T KNOW Q YES s ec IF YES: enter Book l0 Qa Page 4.7/ and /or Document # / c ', B. Does the site contain a brook, body of water or wetlands? NO ti DON'T KNOW 0 YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained Q , Date Issued: C. Do any signs exist on the property? YES Q NO * IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property ? YES I NO 0 IF YES, describe size, type and location: a e . 4 4 1 A / D b 1 Wk4— 0_ - Qg1'd ti � G-rJ W / Nv bk VMB6 , ' 0.04010P bR+ Ve E. Will the construction activity disturb (clearing, gra ing, ex avati n, or filling) over 1 acre or is it pa of a common plan �. that will disturb over 1 acre? YES 0 NO o, -fp £ PE�/V1 � Icy IF YES, then a Northampton Storm Water Management Permit from the DPW is required. te ,_„_„_...._._,.. Department use only r City of Northampton Status of Permit: Building Department Curb CutlDriveway Permit 1y z 1 2012 \ 212 Main Street Sewer /Septic Availability 1 ; Room 100 Water/Well Availability i L T Pr ow ----- „ -- - O i s orthampton, MA 01060 Two Sets of Structural Plans - iRSr 3- 587 -1240 Fax 413 - 587 -1272 Plot/Site Plans Other Specify APPLICATION TO CONSTRUCT, ALTER, REPAIR, RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 - SITE INFORMATION V W A / & E 0v b It (U / i 1.1 Property Address: This section to be completed by office 98 OLA - jb1 2 - brei V Map lti t Lot 1 Unit No P i){ A-M fto ti / /11A Zone Overlay District Elm St. District CB District SECTION 2 - PROPERTY OWNERSHIP /AUTHORIZED AGENT 2.1 Owner of Record: IN P4 gefrr Bev i Ub 4M k - L. elAiueu tfl QA'tc ST--., N 0 p - Prb Name (Print) Current Mailing Address: ggi " b? g ^ Telephone , Signature 2.2 Authorized Agent: W p i 6'1+1 &VI W / R. o cam f641/1 ( AC Bid ST) N o R 1 Name (Prier) � l Current Mailing Address: � o �? Signature `/ Telephone SECTION 3 - ESTIMATED CONSTRUCTION COSTS Item Estimated Cost (Dollars) to be Official Use Only completed by permit applicant 1. Building it a'0 ( tf,)-3 (a) Building Permit Fee 2. Electrical — (b) Estimated Total Cost of / f Construction from (6) 3. Plumbing > 13 (y Building Permit Fee 4. Mechanical (HVAC) t p. 5. Fire Protection r 1( 0 ' / / o 6. Total = (1 + 2 + 3 + 4 + 5) q D, • -- Check Number I/ 4 3 9 f 4 m This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner /Inspector of Buildings Date File # BP- 2012 -1021 APPLICANT /CONTACT PERSON WRIGHT BUILDERS ADDRESS /PHONE 48 Bates St NORTHAMPTON (413) 586 -8287 (116) PROPERTY LOCATION 98 OLANDER DR - LOT 2 - BEECHWOOD VILLAGE HILL MAP 31C PARCEL 038 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out q O 3 98 /3 Fee Paid ! JJ Typeof Construction: _ CONSTRUCT SFH W /ATT GARAGE/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/ Statement or License 84280 , , n f 3 sets of Plans / Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFWGIATION PRESENTED: Approved Additional permits required (see below) PLANNING BOARD PERMIT REQUIRED UNDER:§ Intermediate Project: Site Plan AND /OR Special Permit With Site Plan Major Project: Site Plan AND /OR Special Permit With Site Plan ZONING BOARD PERMIT REQUIRED UNDER: § Finding Special Permit Variance* Received & Recorded at Registry of Deeds Proof Enclosed Other Permits Required: Curb Cut from DPW Water Availability Sewer Availability Septic Approval Board of Health Well Water Potability Board of Health Permit from Conservation Commission Permit from CB Architecture Committee Permit from Elm Street Commission _ Permit DPW Storm Water Management Demolition Dela ( g nature of Buildi d fficial Date Note: Issuance of a Zoning permit does not relieve a applicant's burden to comply with all zoning requirements and obtain all required permits from Board of Health, Conservation Commission, Department of public works and other applicable permit granting authorities. * Variances are granted only to those applicants who meet the strict standards of MGL 40A. Contact Office of Planning & Development for more information. 98 OLANDER DR - LOT 2 - BEECHWOOD VILLAGE HILL BP- 2012 -1021 GIS #: COMMONWEALTH OF MASSACHUSETTS Map:Block: 31C - 038 CITY OF NORTHAMPTON Lot: - PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: New Single Family House BUILDING PERMIT Permit# BP- 2012 -1021 Project # JS- 2012- 001762 Est. Cost: $294584.00 Fee: $956.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 8110.00 Owner: WRIGHT BUILDERS Zoning: Applicant: WRIGHT BUILDERS AT: 98 OLANDER DR - LOT 2 - BEECHWOOD VILLAGE HILL Applicant Address: Phone: Insurance: 48 Bates St (413) 586 -8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON: 6/18/2012 0:00:00 TO PERFORM THE FOLLOWING WORK: CONSTRUCT SFH W /ATT GARAGE /PORCH POST THIS CARD SO IT IS VISIBLE FROM THE STREET Inspector of Plumbing Inspector of Wiring D.P.W. Building Inspector Underground: Service: Meter: Footings: Rough: Rough: House # Foundation: Driveway Final: Final: Final: Rough Frame: Gas: Fire Department Fireplace /Chimney: Rough: Oil: Insulation: Final: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupancy Signature: FeeType: Date Paid: Amount: Building 6/18/2012 0:00:00 $956.00 212 Main Street, Phone (413) 587 -1240, Fax: (413) 587 -1272 Louis Hasbrouck — Building Commissioner