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36-395 9 l FORTE ' MEMBER REPORT SECOND FLOOR FRAMING,Floor Flush Beam PASSED 2 piece(s) 13/4" x 9 1/2" 1.9E Microllam® LVL Overall Length:3'6" ft @ .3 + + D <, 3.6- ir All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal l.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load.Combination(Pattern) System:Floor Member Reaction(Ibs) 3717 @ 1 1/2" 4463(3.00") Passed(83%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(Ibs) 3572 @ 1'1/2" 7265 Passed(49%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 4074 @ 1'3" 13541 Passed(30%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.017 @ 1'3" 0.081 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.027 @ 1'3" 0.162 Passed(L/999+) 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 3'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1- wall-SPF 3.00" 3.00" 2.50" 1366 477 2351 4194 Blocking 2-Stud wall-SPF 3.00" 3.00" 1.50" 838 296 1244 2378 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) ` (1.00) (1;15) Comments 1-Uniform(PSF) 0 to 3'6" 1'3 15/16" 15.0 40.0 - Residential-Living Areas 2-Uniform(PLF) 0 to 3'6" N/A 110.0 - 3-Point(lb) 1'3" N/A 1717 587 3595 Linked from:Copy of Floor:Joist Support 1 Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator .lob Notes 10/27/2014 12:09:47 PM Forte v4.6,Design Engine:V6.1.1.5 Peter Van Buren Cowl's Building Supply JOPSON 3.4te (413)549-000-t pete @cowls.com Page 11 of 11 MEMBER REPORT SECOND FLOOR FRAMING, Copy of Copy of Floor.Joist PASSED 4 piece(s) 13/4" x 14" 1.9E Microllam@ LVL @ 16" OC Overall Length:22' 0 a. ra 0 r 22' All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 2740 @ 3 1/2" 13388(4.50") Passed(20%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 2716 @ 1'6 1/2" 21413 Passed(13%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 22817 @ 10'8 1/16" 58026 Passed(39%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.380 @ 10'10 11/16" 0.535 Passed(L/676) 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.568 @ 10'10 3/4" 1.071 Passed(L/452) 1.0 D+1.0 S(All Spans) TJ Pro'"Rating 61 1 40 1passed •Deflection criteria:LL(L/480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 22'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. A 4%increase in the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. Additional considerations for the TJ-Pro'"Rating include:None Bearing loads to Supports'(lbs) Supports Total Available Required Dead Floor Snow Total Accessories Live ' 1-Stud wall-SPF 4.50" 4.50" 1150" 945 587 1795 3327 Blocking 2-Stud wall-SPF 4.50" 4.50" 1.50" 877 587 1635 3099 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Snow Loads Location `> Spacing (0.90) ; (1.00) (L15) Comments 1-Uniform(PSF) 0 to 22' 16" 12.0 40.0 Residential-Uving Areas 2-Uniform(PLF) 0 to 22' N/A - - - 3-Uniform(PLF) T to 14' N/A 210.0 490.0 /fmayy Weyerhaeuser Notes.. 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details, (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/27/2014 12:09:46 PM Forte v4.6,Design Engine:V6.1.1.5 Peter Van Buren cowl's Building Supply JOPSON 3.4te (413)549-0001 pete @cowls.com Page 10 of 11 MEMBER REPORT SECOND FLOOR FRAMING, Copy of Floor:Joist PASSED T 4 piece(s) 13/4" x 14" 1.9E Microllam® LVL @ 16" OC Overall Length:22' . ,. , im I + z .. e v y p 0 6 22' L'J All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaL;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5540 @ 21'8 1/2" 13388(4.50") Passed(41%) -- 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 4437 @ 20'5 1/2" 21413 Passed(21%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 19850 @ 14'3 1/8" 58026 Passed(34%) 1.15 1.0 D+1.0 S(All Spans) Building Code:tsc Live Load Defl.(in) 0.383 @ 11'19/16" 0.535 Passed(L1671) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.572 @ 11'1 1/2" 1.071 Passed(L/449) 1.0 D+1.0 S(All Spans) TJ-Pro'"Rating 61 40 Passed Deflection criteria:LL(L,/480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 22'o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability, A 4%increase in the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. Additional considerations for the TI-Pro'"Rating include:None Bearing Loads to Supports(Ibs) Supports Total Avaliable Required bead Floor Snow Total Accessories Live 1-Stud wall-SPF 4.50" 4.50" 139" 1717 587 3595 5899 Blocking 2-Stud wall-SPF 4.50" 4.50" 1.86" 1785 587 3755 6127 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Snow Loads Location `! Spacing (0.90) (1.00) (1.15) Comments 1-Uniform(PSF) 0 to 22' 16" 12.0 40.0 _ Residential-Living Areas 2-Uniform(PLF) 0 to 22' N/A - - - 3-Uniform(PLF) 0 to 7' N/A 210.0 - 490.0 4-Uniform(PLF) 14'to 22' N/A 210.0 - 490.0 Weyerhaeuser Notes I$1,SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-parry certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/2712014 12:09:46 PM Forte v4.6,Design Engine:V6.1.1.5 Peter van Buren JOPSON 3.4te Cowl's Building Supply (413)549-0001 pete @cowls.com Page 9 of 11 l9 p MEMBER REPORT SECOND FLOOR FRAMING,LONG HDR UNDER LD BRNG WALL TOP PASSED FORTE ' RT 3 piece(s) 13/4"x 14" 1.9E Microllam® LVL Overall Length:13'6" r: O I 13'6" All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Cry Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 8123 @ 1 1/2" 8123(2.06") Passed(100%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(Ibs) 6679 @ 1'3 1/2" 16060 Passed(42%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 26654 @ 6'8 1/4" 41846 Passed(64%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Deft.(in) 0.238 @ 6'8 1/4" 0.328 Passed(L/661) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.406 @ 6'8 1/4" 0.656 Passed(L/388) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(V480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 12'3 7/16"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1-Hanger on 14"SPF beam 1.50" HangeO 2.06" 3418 1070 4857 9345 See note 1 2-Stud wall-SPF 4.50" 4.50" 3.78" 3485 1090 4948 9523 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • x See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model at Length To Nails face Nails Member Nails Accessories 1-Face Mount Hanger connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments ` I-Uniform(PSF) 0 to 13'6" 20'9" 15.0 35.0 Residential-Living Areas 2-Uniform(PLF) 0 to 13'6" N/A 100.0 - - 3-Uniform(PSF) 0 to 13'6" 8' 10.0 20.0 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-parry certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/27/2014 12:09:46 PM Forte v4.6,Design Engine:V6.1.1.5 Peter Van Buren Cowl's Building Supply JOPSON 3.4te (413)549-0001 pete @cowls.com Page 8 of 11 '®: t) MEMBER REPORT SECOND FLOOR FRAMING,SHRT HDR UNDER LD BRNG WALL TOP PASSED F 2 piece(s) 13/4"x 9 1/2" 1.9E Microllam® LVL Overall Length:3'6" 3-6- i All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 1987 @ S4 1/2" 3938(1.50") Passed(50%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(Ibs) 1019 @ 2'7" 7265 Passed(14%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 1614 @ 1'9" 13541 Passed(12%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.007 @ 1'9" 0.081 Passed(1/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.012 @ 1'9" 1 0.162 Passed(L/999+) 1.0 D+1.0 S(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 3'4 112"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1-Stud wall-SPF 3.00" 3.00" 1.50" 874 280 1266 2420 Blocking 2-Hanger on 9 1/2"SPF beam 1.50" HangeO 1.50" 872 280 1266 2418 See note' •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Stron°-Tie Connectors Support Model Seat Length; Top Nails Face Nails Member Nails Accessorles 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary Dead Floor Live Snow Loads Location wrath (0.90) (1.00): (1.15) Comments 1-Uniform(PSF) 0 to 3'6" 20-8" 15.0 35.0 Residential-Living Areas 2-Uniform(PLF) 0 to 3'6" N/A 100.0 - - 3-Uniform(PSF) 0 to 3'6" 8' 10.0 20.0 Weyerhaeuser Notes {tj}SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1j Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator Job Notes 10/27/2014 12:09:45 PM Peter van Buren Forte v4.6,Design Engine:V6.1.1.5 Cowl's Building Supply JOPSON 3.4fe (413)549-0001 pete @Cowls.com Page 7 Of 11 MEMBER REPORT SECOND FLOOR FRAMING,Floor:Joist PASSED 1 piece(s) 14"TJI@ 360 @ 16" OC Overall Length:22' 0 i 22' Q 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal L;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF I load:Combination(Pattern) System:Floor Member Reaction(Ibs) 763 @ 3 1/2" 1505(3.50") Passed(51%) 1.00 1.0 D+1.0 L(All Spans) member Type:Joist Shear(Ibs) 737 @ 4 1/2" 1955 Passed(38%) 1.00 1.0 D+1.0 L(Alt Spans) Building Use:Residential Moment(Ft-Ibs) 3975 @ 11' 7335 Passed(54%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load DeFl.(in) 0.398 @ 11' 0.535 Passed(L/646) 1.0 D+1.0 L(All Spans) Design Methodology;Aso Total Load DeFl.(in) 0.517 @ 11' 1.071 Passed(L/497) 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 38 38 Passed •Deflection criteria:LL(L/480)and TL(V240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'6 1116"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. Additional considerations for the TJ-Pro`"Rating include:None Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-SPF 4.50" 4.50" 1.75" 176 587 763 Blocking 2-Stud wall-SPF 4.50" 4.50" 1.75" 176 587 763 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Dead Floor Live Loads Location Spacing (0.90) (1,00) Comments 1-Uniform(PSF) 0 to 22' 16" 12.0 40.0 Residential-Living Areas f�� Weyerhaeuser Notes (2�j SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `fit Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator Job Notes 10,12712014 12:09:45 PM Peter van Buren Forte v4.6,Design Engine:V6.1.1.5 Cowl's Building Supply JOPSON 3.4te (413)549-0001 pete @cowls.con' Page 6 Of 11 �4 F O R T MEMBER REPORT SECOND FLOOR FRAMING,BEAM ABOVE KITCHEN PASSED v+ 3 piece(s) 13/4"x 14" 1.9E Microllam® LVL Overall Length:17'5" sync has a '�� x . ray° i r r "' 17.5" O All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF I Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 5445 @ 17'3 1/2" 5906(1.50") Passed(92%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 4700 @ 16'1 1/2" 13965 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 23199 @ 8'9 1/4" 36387 Passed(64%) 1.00 1,0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.401 @ 8'9 1/4" 0.426 Passed(L/510) 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Defl.(in) L 0.570 @ 8'9 1/4" 0.852 Passed(L/359) 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 14'5 114"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories Live — 1-Stud wall-SPF 4.50" 4.50" 2.51" 1658 3947 5605 Blocking 2-Hanger on 14"SPF beam 1.50" Hangers 1.50" 1632 3891 5523 See note •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson'Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Aaessories 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Tributary bead Floor Live Loads' Location Width (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 17'5" 11'3" 15.0 40,0 Residential-living Areas J� Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design critena and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator .Job Notes 10/27/2014 12:09:45 PM Peter Van Buren Forte v4.6,Design Engine:V6.1.1.5 Cowl's Building Supply JOPSON 3.4te (413)549-0001 pete @cowls.com Page 5 of 11 �� F O ' MEMBER REPORT SECOND FLOOR FRAMING,FAM.ENTRY BEAM PASSED 1 II 3 piece(s) 13/4" x 14" 1.9E Microllam® LVL Overall Length:12'6" a + ,. n . + 0 0 _ r r � ' r r i r 12'6" Fil 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaI.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result , LDF: Load:Combination(Pattern) : System:Floor Member Reaction(Ibs) 6287 @ 12'3" 10041(4.50") Passed(63%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 4956 @ 10'11 1/2" 13965 Passed(35%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 24108 @ 6'8" 36387 Passed(66%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC Live Load Defl.(in) 0.180 @ 6'8" 0.300 Passed(L/801) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.289 @ 6'8" 0.600 Passed(L/498) 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 12'6"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to 5upports,(Ibs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1-Stud wall-SPF 4.50" 4.50" 2.68" 2307 2935 1969 7211 Blocking 2-Stud wall-SPF 4.50" 4.50" 2.82" 2406 3206 1%9 7581 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live snow Loads Location width (0.80) (1.00) (1:15) comments 1-Uniform(PSF) 0 to 12'6" 9' 25.0 20.0 35.0 Residential-Living Areas 2•Uniform TLF) 0 N/A 180.0 - - Linked from:BEAM 3-Point(lb) 6'8" N/A 1632 3891 - ABOVE KITCHEN, Support 2 f Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator Job Notes 1012712014 1 2:09:45 PM Peter Van Buren Forte v4.6,Design Engine:V6.1.1.5 Cowl's Building Supply JOPSON 3.4fe (413)549-0001 pete @cow ls.com Page 4 of 11 ��F O T E MEMBER REPORT SECOND FLOOR FRAMING,FRONT TO BACK GAR. TO BDROOM PASSED 7 `► 4 piece(s) 13/4" x 18" 1.9E Microllam® LVL Overall Length:22'4" 0 vU'4' a a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF I Load.Combination(Pattern) System:Floor Member Reaction(Ibs) 10005 @ 3" 13388(4.50") Passed(75%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(Ibs) 9180 @ 1'10 1/2" 27531 Passed(33%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft-Ibs) 51755 @ 6'3 112" 89132 Passed(58%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load Defl.(in) 0.324 @ 10'3/4" 0.549 Passed(L/814) 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.588 @ 10'19/16" 1.098 Passed(L/448) 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/480)and TL(L/240). •Bracing(Lu):All compression edges(top and bottom)must be braced at 12'8 1/8"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead FLo Snow Total Accessories 1-Stud wall-SPF 4.50" 4.50" 3.36" 4328 3131 4438 11897 Blocking 2-Hanger on 18"SPF beam 1.50" Hanger' 1.50" 1817 957 1685 4459 See note' • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 'See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Le n9 Top Nails Face Nails Member Nails Attessories 2-Face Mount Hanger Connector not found N/A I N/A N/A N/A Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00); (1,15) Comments 1-Uniform(PSF) 6 3 1/2"to 22'4" 1'4" 10.0 20.0 _ Residential-Living Areas 2-Uniform(PSF) 0 to 6'5" 9 15.0 40.0 Linked from:SHRT 3-Point(lb) 63 1/2" N/A 874 280 1266 HDR UNDER LD BRNG WALL TOP RT, Sup it 1 Linked from:LONG 4-Point(lb) 6'3 1/2" N/A 3418 1070 4857 HDR UNDER LID BRNG WALL TOP RT, Support 1 Weyerhaeuser Notes Y SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 1 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/27/2014 12:09:44 PM Peter Van Buren Forte v4.6,Design Engine:V6.1.1.5 cowl's Building Supply JOPSON 3.4te (413)549-0001 pete @cowls.com Page 3 of 11 r MEMBER REPORT SECOND FLOOR FRAMING,REAR BEDROOM HEADER PASSED 2 piece(s) 13/4" x 117/8" 1.9E Microllam® LVL Overall Length:4'7" �A, x 0 . .. o 4•r 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual'( Location Allowed Result LDP Load;combination(Pattern) System:Wall Member Reaction(Ibs) 4126 @ 4'S 1/2" 7613(3.00") Passed(54%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header Shear(Ibs) 3175 @ T4 1/8" 9081 Passed(35%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Moment(Ft Ibs) 3934 @ 3'S" 20525 Passed(19%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC Live Load DeFl.(in) 0.012 @ 2'S 1/4" 0.144 Passed(L/999+) 1.0-D+0.75 L+0.75 S(All Spans) Design Methodology:ASO Total Load DeFl.(in) 0.023 @ 2'S 5/16" 1 0.217 1 Passed(L/999+) 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). • Bracing(Lu):All compression edges(top and bottom)must be braced at 4'7"o/c unless detailed otherwise.Proper attachment and positioning of lateral bracing is required to achieve member stability. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead Gne Snow Total Accessories 1-Trimmer-SPF 3.00" 3.00" 1.50" 921 597 1 1047 2565 None 2-Trimmer-SPF 3.00" 3.00" 1.63" 1865 1094 1922 4881 None Tributary Dead Floor Live Snow Loads Location Width; (0.90) (1.00) ;, (1.15) Comments Residential-Living 1-Uniform(PSF) 0 to 4'7" 8' 25.0 20.0 35.0 Areas Linked from:FRONT 2-Point(Ib) 3'S" N/A 1817 957 1685 TO BACK GAR.TO BDROOM Support 2 >Weyerhaeuser Notes " SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 10/27/2014 12:09:44 PM Forte Software Operator Job Notes Forte v4.6,Design Engine:V6.1.1.5 Peter Van Buren JOPSON 3.4te Cowl's Building Supply (413)549-0001 Page 2 of 11 pete @cowls.com �I F O T "' JOB SUMMARY REPORT iJ JOPSON 3.4te 02:SECOND FLOOR FRAMING Member Name VND Current Solution Comments REAR BEDROOM HEADER 2 Piece(s)13/4"x 117/8"1.9E Microllam@ LVL FRONT TO BACK GAR.TO BDROOM 4 Piece(s)13/4"x 18"1.9E Microllam@ LVL FAM.ENTRY BEAM 3 Piece(s)13/4"x 14"1.9E Microllam@ LVL BEAM ABOVE KITCHEN 3 Piece(s)13/4"x 14"1.9E Microllam@ LVL GAR.DOOR HEADERS Floor:Joist 1 Piece(s)14"TJI@ 36 0 @ 16"OC SHRT HDR UNDER LD BRNG WALL TOP RT Passed 2 Piece(s)13/4"x 9 1/2"1.9E Microllam@ LVL LONG HDR UNDER LD BRNG WALL TOP RT Passed 3 Piece(s)13/4"x 14"1.9E Microllam@ LVL --tpj Copy of Floor:Joist Passed 4 Piece(s)13/4"x 14"1.9E Microllam@ LVL @ 16"OC Copy of Copy of Floor:Joist Passed 4 Piece(s)13/4"x 14"1.9E Microllam@ LVL @ 16"OC Floor:Flush Beam Passed 2 Piece(s)13/4"x 9 1/2"1.9E Microllam@ LVL 10127/2014 12:09:44 PM Forte Software Operator Job Notes Forte v4.6,Design Engine:V6.1.1.5 Peter van Buren JOPSON 3.4te Cowl's Building Supply (413)549-0001 Page 1 of 11 pete @cowls.com Job Truss IT—T111 Dry PN BENCHMARK[JOPSON 3) 01408219 T2GE Common Supported Gable 1 1 Job Reference o 'onal Truss Engineering Corip,Indian Orchard,MA 01151 7.500 s Nov 26 2013 MiTek Industries,Inc.Thu Aug 1415'.43.432014 Page 1 ID:OBBmAYsCi68yHpx4gT8vl QynA4 Oz?6ToD0eKwitQErRmhxFIT38RsYH1 o5oig_54ynv4 (�11TO 8-0-0 16-0-0 10-11x0 d-11 8-0-0 8-0-0 -11 4x4 O Scale=1:43. 6 5 7 9.00 12 22 21 4 8 3 9 2x4 II 2x4 II 2 110 it 1 M 20 19 18 17 16 15 14 13 12 f+ 2x4 II 2x4 II 16-0-0 16-0-0 LOADING(pan SPACING 2-M CSI DEFL In (loo) Well Ud PLATES GRIP TCLL(roof) 35.0 Plates Increase 1.15 TC 0.10 Vert(LL) -0.00 10 rift 120 MT20 1971144 Snow(P(/Pg)28.0/40.0 Lumber Increase 1.15 Sc 0 09 VardTQ -0.00 11 n/r 90 TCDL 10.0 Rep Stress lncr YES WE 018 HoodTQ 0.00 12 r1a n/a BLL 0.0 Code IRC2009fTP12007 (Matrix) Weight 79 lb FT=10% Sc CDL 0.0 LUMBER TOP CHORD 2(4 SPF No.2 2)Truss designed for wind loads in the plane of the truss only.For studs exposed to 15)"Semi-rigid otchbreaks with fixed heels"Member end fixity model was used in the BOT CHORD 2x4 SPF No.2 wind normal to the face), Standard Indus Gable End Details as a WEBS 2x4 SPF No.2 ( ) try applicable,or analysis and design of this truss. OTHERS 2x4 SPF No.2 consult qualified building designer as per ANSIITPI 1, 16)All Plates 20 Gauge Unless Noted BRACING 3)TCLL.ASCE 7-05,Pr=35.0 psf hoof live load:Lumber DOL=1.15 Plate DOL=1.15), TOP CHORD Pg=40.0 psf(ground snow);Pf=28.0 psf(flat roof snow Lumber DOL=1.15 Plate Structural wood sheathing directly applied or 6-0-0 cc purlins,except end verticals. DOL=1.15);Category II;Exp B;Partially Exp.,Ct-1 BOT CHORD 4)Unbalanced snow,loads have been considered for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 28.0 psf on overhangs non-concurrenl with other live Ioatls. REACTIONS All bearings 16-M 6)This truss has been designed for basic load combinations,which include cases with (lb)-Max Horn reductions for multiple concurrent live loads. 20=175(LC 10) 7)All plates are 1x4 MT20 unless otherwise indicated. Max Uplift 8)Gable requires continuous bottom chord bearing. All uplift 100 Ib or less at pirc(s)12,17,18,15,14 9)Truss to be fully sheathed from one face or securely brsced against lateral movement except 20=101(LC 9),19=151([_C 10),13=-138(LC 9) (,.a,diagonal web). Max Grav 10)Gable studs spaced at 2-0.0 cc. All reactions 250 lb or less at joint(s)20,12,16,18,19, 11)This truss has been designed for a 10.0 psf bottom chord true load nonconcurrent 14,13 except 17=269(LC 5),15=269(LC 6) with any other live loads. 12)•This truss has been designed for a live load of 20 Ober on the bottom chord in all FORCES(fib)-Max.Comp/Max.Ten.-Ail forces 250(to)or less except when shown. areas where a rectangle 3-6.0 tall by 1-M wide will lit between the bottom chord and any other members BCDL=10.Opsf. NOTES (16) 13)Provide mechanical connection)by others)of truss to bearing plate capable of 1)This truss has been checked for uniform roof live load only,except as noted. withstanding 1001b uplift atjoint(s)12,17,18,15,14 except(jf=1b)20=101,19=151, 13=138. 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANS117PI 1. ob Truss Trussrypa Gty Ply- BENCHMARK POPSON 31 01408219 T2 Common 7 1 Jab Reference o Donal Trues Engineering Carp,Indian Orchard,MA 01151 7.500 a Nov 262013 Miiek Industries,Inc.Thu Aug 14 15 43.40 2014 Page 1 ID:OBBmAYsCi68yHpx4gT8v1 Oynv4i-kOKzgn BSLPY70yVGIe7Ed6rV0 DjC4Zbl6kRKU lynv4 -110 4-1-12 1 d-11 b 16-0-0 16-110 4-1-12 3 0 1 4x4 i Scale=1:42. 4 1 15 9.00 12 13 16 3x6 G 12 17 3x6�1 3 5 lZ 11 18 1.5x4 II 1.5x4 II 2 3 6 2 10 9 8 96011 960#!-169# 8-0-0 16-0-0 8-0-0 8-0-0 Plate Offsets Y),[3:0-2-80-1-81,[5,0-2-80-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in lox Udeft L/d PLATES GRIP BCLL(rPf/ 35.0 I ) Snow(Pf/Pg)28.0/40.0 Plates Increase 1.15 TO 0.29 Vert(LL) -0.t0 9-10 >999 240 MT20 197/144 TOOL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.25 9-10 >745 180 BOLL 00 Rep Stress Incr YES WB 0.59 HorpTL) 0.02 8 Na n/a BCOL 10.0 Code IRC2009/TP12007 (Matrix) Weight:771b FT=10% LUMBER TOP CHORD 2x4 SPF No2 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all BOB CHORD 2x4 SPF Not TOP CHORD areas where a rectangle 3&4 tall by 1-0-0 wide will ft between the bottom chord and WEBS 2x1.SPF Stud BOT CH!200,45=760/200 any other members. W 7:2,4 SPF No.2 BOT CHORD 9)Provide mechanical connection(by others)of trues to bearing plate capable of BRACING 9-10=127845,8-9=-49/645 TOP CHORD WEBS wrthstandin 9 100 lb uplift atjoint(s)except(jt=1b)10=169,8=169. Structural wood sheathing directly applietl or 6-0-0 oc purlins,except end verticals. 49=139/475,3-10=918/89,5-0=918/89 10)This truss I5 designed in accordance wdh the 2009 International Residential Code SOT CHORD sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (12) 11).'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the 1)This truss has been checked for uniform roof live load only,except as noted analysis and design of this truss. REACTIONS (lb/size) 2)Wind:ASCE 7-05,90mpb.TCDL=4.2psf,BCDL=S.Opsf,h=19R Cat.II',Fxp B, 12)All Plates 20 Gauge Unless Noted 10 = 835/0-5-8 (min.0-1-8) partially,MWFRS(low-rise)gable end zone and C-C F-xtenor(2)-0-11-0 to 2-1-0, 8 = 835/0-5-8 (min.0-141) Interior(')2-1-0 to 5-0-0.Extenor(2)5-0-0 to 8-0-0,Interiorll)11-0-0 to 13-11-0 zone, Max Horz cantilever left and right exposed,end vertical left and right exposed;C-C for members 10 - 175(LC 10) and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate gnp DOL=1.60 Max Uplift 3)TCLL:ASCE 7-05 Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15); 10 = -169(LC 11) Pg=40.0 psf(ground snow),Pf=280 psf(flat roof snow Lumber DOL=1 15 Plate 8 = -169(LC 12) DOL=1.15),Category 11;Exp B,Partially Exp.;Ct=1 Max Grav 4)Unbalanced snow loads have been considered for this design. 10 = 960 LC 2) 5)Th.truss has been designed for greater of min roof live load of 12 0 pat or 1.DO times 8 = 960(LC 2) flat roof load of 28.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for basic load combinations,which include cases with FORCES(Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when snows reductions for multiple concurrent live loads. TOP CHORD 7)This truss has been designed for a 10.0 psf bottom chord live load nonconctiment with 34=-760200,45=760200 any other live loatls. Job Truss Truss Tyne Qty Plr BENCHMARK[JOPSON 3) 01408219 T1GE Common Supported Gable 1 1 Job Reference o onal Truss Engineering Corp,Indian Orchard,MA 01151 7 500 s Nov 26 2013 MiTeklndustdes,Inc Thu Aug 141543:32 2014 Pagel ID:OBBmAYsCi68yHpx4gT8v1 Qynv4�yrrx9257EyXG3kukHy_MIQWAp?6mCOiUGUVVCCynv4 011,-0 11-3-0 22-6-0 2$-5T0 0-11-0 11-3-0 11-3-0 0-11-0 4x4�� Scale=1:57. 8 1.5x4 II 1.5x4 II 7 9 900 12 1.5x4 11 321.5x4 11 31 10 6 1.5x4 II 30 331.5x4 II 5 11 1.5x4 11 6 1.5x4 11 4 E15 SIS 12 1.5x4 II 1.5x4 II 2.5x4 II 2.5x4 II 3 3 13 2W 2 W114 1 1 1 29 28 2734 26 25 24 23 22 21 20 19 3518 17 16 2x4 11 3x4= 2x4 11 22-6-0 22-6-0 Plate Offsets(X Y 2:0-2-0 0-1-0 14.0.2-0,0-1-0 16:0-2-0,0-0-8 290.2-0.0-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in ill Vdefl L/d PLATES GRIP TCLL(roo0 35.0 plates Increase 1.15 TC 0.11 Vert LLI -0.W 14 n/r 120 MT20 197/144 Snow(Pf/Pg)28.0/40.0 Lumber increase 1.15 BC 0.11 Vert(TL) -0.00 15 Nr 90 TCDL 10.0 Rep Streas Inc, YES WB 026 Hoa(TL) 0.01 16 Na n/a BCDL 10.0• Code IRC2009/TPI2007 (Matrix) Weight:1261b FT=10% LUMBER TOP CHORD 2,4 SPF No 2 11)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent BOT CHORD 2x4 SPF No.2 FORCES ill-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. with any other live loads. WEBS 2x4 SPF No.2 TOP CHORD 12)'This truss has been designed for a live load of 20.0psf on the bottom chord in all OTHERS 2x4 SPF No.2 WEBS3274,7-8275/338,&9=75/338,310=53274 areas where a has 3-6-0fair by 1�0 wide will fig between the bottom chord and BRACING WEBS TOP CHORD 8.23=32910 any other members,with BCOL=10 0tef. Structural wood sheathing directly applied or 6-0-0 oc purlins,except end verticals. 13)Provide mechanical connection(by others)of truss to bearing plate capable of SOT CHORD NOTES (16) withstanding 100 lb uplift at joint(s)24,25,26,27,22,21,19,18 except(h=lb)29=170, Rigid ceiling directly applied or 6-0-0 oc bracing. 1)This truss has been checked for uniform roof live load only,except as noted. 16=130,28=226,17=199. WEBS 2)Truss designed for wind loads in the plane of the truss only.For studs exposed to 14)This truss 5 designed in accordance with the 20091nternational Residential Code 1 Raw at midpt 8-23 wind(normal to the face),see Standard Industry Gable End Details as applicable,or sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. consult qualified building designer as per ANSVTPI 1. 15)"Semi-rgitl pitchbreaks with fixed heels"Member end fixity model was used In the REACTIONS All bearings 22-G0. 3)TCLL.ASCE 7-05;Pr--35.0 Pat(mot live load:Lumber DOL=1.15 Plate DOL=1.15); analysis and design of this truss. ()b)-Max Hoa Pg=40.0 psf(ground snow);Pf=28.0 pat(flat roof snow Lumber DOL=1.15 Plate 16)All Plates 20 Gauge Unless Noted 29=-231(LC 9) DCL=1.15);Category 11;Exp B,Partially Exp.,Ct=1 Max Uplift 4)Unbalanced snow loads have been considered for this design. All uplift 1001b or less at joint(s)24,25,26,27,22,21, 5)This teas has been designed for greater of min root live Icad of 12.0 psf or 1.00 times 19,18 except 29=170(LC 9),16=130(LC 10),28=226(1-C 10), flat roof load of 28.0 psf on overhangs non-concurrent with other live loatls. 17=199(1-C 9) 6)This truss has been designed for basic load combinations,which include cases with Max Gra, reductions for multiple concurrent live loads. All reactions 250 11)or less at joints)29,16,25,26,27, 7)All plates are 1x4 MT20 unless otherwise indicated. 28,21,19,18,17 except 23=308(LC 12),24=294(LC 5), 8)Gable requires corthnuous bottom chord bearing. 22=294(LC 6) 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e.diagonal web). 10)Gable studs spaced at 2-0m0 oc. Job muss Truss Type Cry Ply BENCHMARK POPSON 31 01408219 T1 BGE Common Supported Gable 1 1 Jab Reference o 'onal Truss Engineering Corp.,Indian Orchard,MA 01151 7.500 s Nov 26 2013 Miiek lnWstnes,Inc.ihu Aug 4 15:43:292014 Page 1 ID:OBBinAYsCi88yHpx4gT8vl Oynv4i-YG9pX02Ex19hBG99CgRfhoug Wn44?gz1 a WHEbuynv4 -01 11-3-0 11-3-0 1 22-6-0 0-111-0 11-3-0 11-3-0 4x4 Q Scale=1:57. 6 1.5x4 II 1.5x4 II 7 9 1Sx4 II 1.5x4 II 9.00 12 30 31 6 10 1.5x4 11 321.5x4 29 5 11 1.5x4 11 6 1.5x4 11 4 5 5 12 1.5x4 11 1.5x4 II 4 2.5x4 11 2.5,04 II 3 3 13 2W 2 14 I 28 27 2633 25 24 23 22 21 20 19 18 3417 16 15 2x4 11 3x4= 2x4 11 22-6-0 22-6-0 Plate Offsets XY'. 2:0-1-120-1-0 [14:0-1-12.0-141.1150-1-12.0-M 28:0-1-120-1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in loc Udefi Ud PLATES GRIP TCLL(roory 35.0 f ) Snow(Pill 28.0/40.0 Plates Increase 1.15 TO 0.11 VerhLU 0.00 1 Nr 120 MT20 197/144 TCOL 100 Lumber Increase 1.15 BC 0.10 Ved(TL) .000 1 for 90 BC LL 0.0 Rep Stress lncr YES WB 026 Hoa(TL} 0.00 15 r1a h/a BCDL 10.0 Code IRC2009(TP12007 (Matrix) Weight:125 lb FT=10% LUMBER TOP CHORD 2x4 SPF No.2 SOT CHORD 2x4 SPF No.2 FORCES ilb)-M.Comp./Max.Ten. All forces 250(Ib)or less except when shown. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent WEBS 2x4 SPF No.2 TOP CHORD with any other live loads, OTHERS Z. SPF No 2 67=57266,7-8=77/330,8-9=83/330,910=-62/266 12) This truss has been designed for alive load of 20.Opsf on the bottom chord in all BRACING WEBS areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and TOP CHORD 8-2 2=32 010 any other members,with BCDL=%Opsf Structuratwootl sheathing directly applied ar6-0-O oc purhns,except end vertical. 13)Provide mechanical connection(by others)of truss to bearing plate capable of SOT CHORD NOTES (16) wrthstanding'00(b uplift at joint(sj 23,24,25,26,21,20,18,17 except(jt=1b)28=175, Rigid ceiling directly applied or 6�0 oc bracing. 1)This truss has been checked for uniform roof live load only,except as noted. 15=118,27=234,16=192. WEBS 2)Truss designed for wind loads in the plane of the truss only.For studs exposed to 14)This truss is designed In accordance with the 2009 International Residential Code 1 Row at midpt 8-22 wind(normal to the face),see Standard Industry Gable End Detail as applicable,or sections R502.11 1 and R802.10.2 and referenced standard ANSI/TPI 1. consult qualified building designer as per ANSI/TPI 1. 15)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the REACTIONS All bearings 22-6-0. 3)TCLL'.ASCE 7-05;Pr=35 0 psf;roof live load:Lumber DOL=1.15 Plate DOL=1.15)', analysis and design of this truss. (Ii-Max Hoa Pg=40.0 psf(ground snow),,Pf=28.0 psf(flat roof snow Lumber DOL=1.15 Plate 16)All Plates 20 Gauge Unless Noted 28=241(LC 10) OOL=1.15),Category I,Exp 8;Partially Exp.;Ct=1 Max JPlift 4)Unbalanced snow loads have been considered for this design. All uplift 1001b or less atjoint(s)23,24,25,26,21,20, 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times 18,17 except 28=175(LC 9),15=-118(LC 10),27=234(LC 10), flat roof load of 28.0 pat on overhangs nornconcurrent with other live loads. 16=192(LC 9) 6)This truss has been designed for basic load combinations,which include cases with Max Or. reductions for multiple concurrent live loads. All reactions 2501b or less at joints)28,15,24,25,26, 7)All plates are 1x4 MT20 unless otherwise indicated. 27,20.18,17,16 except 22=300(LC 12),23=287(LC 5), 8)Gable requires continuous bottom chord bearing. 21=293(LC 6) 9)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e.diagonal webl_ 10)Gable studs spaced at 2-0-0 cc. Job Truss Truss Type Qty I BENCHMARK POPSON 31 01408219 T18 Common 8 1 Job Reference o Tonal 7.4.g s Nov 26 2013 Vwlhendusttl..f Inc.Ti 14 15:4325 2014 Page 1 Truss Engineering Corp.,Indian Orchard,MA 01151 ID:OBBmAYsCi68yHpx4gT8vi0ynv4i-gVwlhe?klofFjfsON_MjWyjtuACL3gaSNJ1 ynv - -11-0 5-9-4 11-3-0 16-8-12 22-6-0 0-11-0 5_9_4 5-5-12 5-5-12 594 4x6 Scale=1:53. J 4 I 11 9.00 13 1415 12 I 3x8 G 3x8 J 3 5 4 16 12 3x8 11 3x8 11 3 6 2 17 18 10 19 920 8 21 22 11 7 3x6= 3x4= 3x4= 3x4= 3x6= 0S-8(0-2-1) 0S-8(0-1-15) 1319#/-213# 1219#/-176# 7-7-3 14-10-13 22-6-0 77 77 7-3-11 7-7-3 Plate Offsets xY'. 3:0-3-00-1-8 4'.0-3-0.0-1-12 5:0-3-00.1-8 LOADING(pi SPACING 2-0-0 CSI DEFL In III Ildefl Lid PLATES GRIP TCLL(roof) 35.0 Plates Increase 1.15 TC 0.54 Veml-L) -0112 8-10 >999 240 MT20 197/144 'how(Pf/Pg)28.0/40.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.19 7-8 >999 180 TCDL 10.0 Rep Stress/nor YES WB 0.42 Horz(TL) 004 7 n/a n/a BCLL 0.0' Code IRC2009r1P12007 (Matrix) Weight:1121b FT=10% BCDL 10.0 LUMBER TOP CHORD 2x4 SPF No 2 6)This truss has been designed for basic load combinations,which include cases with BOT CHORD 2x4 SPF No.2 FORCES(Ib)-Max.Comp./Maz.Ten.-All forces 250(Ib)or less except when shown. reductions for multiple concurrent live loads. WEBS 2x4 SPF No2'Excapt' TOP CHORD 7)This truss has been designed fora 10.0 psf bottom chord live load nonconwrrent with W3,W2 2x4 SPF Stud 2-3=426241 34=12961356,45=-1305/360,5E=367/178, any other live loads, BRACING 2-11=508258,6-7=-364/177 8)-This truss has been designed for a live load of 20.01 on the bottom chord In all TOP CHORD BOT CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and Structural wood sheathing directly applied or 47-10 oc purlins,except end verticas. 10-11=-17311015,&10=43#730,7$=88/1024 any other members BCDL=10.Opsf BOT CHORD WEBS 9)Provide mechanical connection(by others)of truss to bearing plate capable of Rigid ceiling directly applied or 10-M oc bracing. 4-8--159/528 5-8=333240,4-10=156/517,3-10=-320237, withstanding 213 lb uplift at joint 11 and 176 lb uplift at joint 7. WEBS 3-11=-1084/52,5-7=1148/100 10)This truss is designed in accordance wfth the 2009 International Residential Code 1 Row at moot 3-11,5-7 sections R502.11.1 and R802.10.2 and referenced standard Ai 1. NOTES (12) 11)"Semi-rigid pltchbreaks with fixed heels'Member end fixity model was used in the REACTIONS (lb/size) 1)This truss has been checked for uniform roof live load only,except as noted. analysis and design of this truss. 11 - 1149/0-SA (min.0-2-1) 2)Wind:ASCE 7-05,90mph,TCDL=21 BCDL=5.Op t,,h=19ft;Cat.11;Exp B; 12)All Plates 20 Gauge Unless Noted 7 - 1064/0-5-8 (min.0-1-15) partially;M'NFRS(low-rise)gable end zone and C-C Exterbr(2)-0-11-0 to 2-1-0, Max Ho¢ Interiohl)2-1-0 to 8-3-0,Exterior(2)&3-0 to 11-3-0,Intenor(1)143-0 to 194-4 zone; 11 = 2411 10) cantilever left and right exposed,end vertical left and right exposed;C-C for members Max Uplift and forces 8 Mi for reactions shown,Lumber DOL=1.60 plate grip DOL=1.6C 11 = -213(LC 11) 3)TCLL:ASCE 7-1 Pr--35.0 psf(roof live toad:Lumber DOL=1.15 Plate D0L=1.15)', 7 = -176(LC 12) Pg=40.0 psf(ground snow);Pf=28.01(flat roof snow Lumber DOL=1.15 Plate Max Grav DOL=1.15);Category II;1 B,Partially Exp.;Ct=1 11 = 1319(LC 2) 4)Unbalanced snow loads have been considered for this design. 1 = 1219(LC 2) 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times net roof load of 28 0 psf on overhangs non-concurrent with other live loads. Job Tmaa Truss Type Oty Ply BENCHMARK POPSON 31 Q1408219 T1 Common 6 1 Job Reference...... 7.500 s Nov 26 2013 9 Industries,Inc.Thu Aug 14 154322 2014 Page 1 Truss Engineering Corp.,Indian Orchard,MA 01151 ID:OBBmAYsCi68yHpx4gT8v1 Oynv4FFwE93d 3dzrbtHhsB7pisp0uJ5MmzbfsTD?zz4Nroynv4 -q 1-0 5-9-4 11-3-0 16-8-12 22-6-0 2 -5r0 0-11-0 5-9-4 5-5-12 5-5-12 5-9-4 0-11-0 Style=1:53. ' 4x6�� 4 9.00 12 1415 1617 3x6 1i 3x8 3 5 4 13 18 3x8 11 3 3x8 11 2 167 12 19 20 11 21 10 22 9 23 24 8 3x6= 3x4= 3x4= 3x4= 3x6= 05-8(0-2-1) 0S-0(0-2-1) 1317#1-213# 1317N1.21371 7.7.3 14-10-13 22-6-0 7-7-3 7-3-11 7-7-3 7(ps�ts X Y: 3:0-3-0 0-1-8 4:0-3-0 0-1-12 5:0-3-0 0-1-8 (psf) SPACING 2-M CSI DEFL in Qoc) Vdefl L/d PLATES GRIP ) 35.0 Plates Increase 115 TC 0.53 Vert(LL) -012 9-11 >999 240 MT20 197/144 g)28.0/400 Lumber Increase 115 BC 0.54 Vert(TL) -0.1911-12 >999 180 100 Rep Stress lncr YES WB 039 Horz(TL) 0.04 8 n/a n/a 0.0' Code IRC2009/TP12007 (Matrix) Weight.113 Ib FT=10%10.0 RD 2x4 SPF Not 6)This truss has been designed for basic load combinations,which include cases with GOT CHORD 2x4 SPF No.2 FORCES(Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. reductions for multiple concurrent live loads. WEBS 2x4 SPF No.2'Except' TOP CHORD 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with W3,W2:2x4 SPF Stud 2-3=427/241,3-0=-1293/353,45=-1293/353,Sfi=-427241, any other live loads. BRACING 2-12=508258,6-8=-508258 8)•This truss has been designed for a live load of 20.0psf on the bottom chord in all TOP CHORD BOT CHORD areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and Structural wood sheathing directly applied or 4-8-13 oc putlins,except end verticals. 11-12=16311013,9-11-33/728,8-9=-59/1013 any other members BCDL=10.Opsf. SOT CHORD WEBS 9)Provide mechanical connection(by others)of truss to bearing plate capable of Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9=156/517,5-9=320237.4-11=156/517.3-11=320237, withstanding 213 to uplift at joint 12 and 2131b uplift at joint 8. WEBS 3-12=1080/49.5-8=-1080/49 10)This truss is designed in accordance with the 2009 International Residential Code 1 Row at midpt 3-12,5-8 sections R502.1 11 and R802.10.2 and referenced standard ANSI/TPI 1. NOTES (12) 11)"Semi-rigid pitchbreaks with fixed heels'Member end fixity model was used in the REACTIONS (lb/size) 11 This truss has been checked for uniform roof live load only,except as noted. analysis and design of this truss. 12 = 1147/0-5-8 (min.0-2-1) 2)Wind:ASCE 7-05,90mph;TCDL=4.2psf,BCDL=5.Opst h=19ft,Cat.II;Exp B; 12)All Plates 20 Gauge Unless Noted 8 = 1147/0-5-8 (min.0.2-1) partially;MWFRS(low-rise)gable end zone and C-C Extanor(2)-0-11-0 to 2-1-0. Max Horz Interior(1)2-1-0 to 83-0,Extedor(2)83-0 to 11-3-0,Interior(1)14-3-0 to 20-5-0 zone: 12 = 231(LC 10) cantilever left and right exposed end vemcal left and right exposed;C-C for members Uplift and forces&MWFRS for reactions shown;Lumber DOL=160 plate gdp DOL=1.60 Max M = -213 LC 11) 3)TOLL:ASCE 7-05;Pr-35.0 psf(roof live load:Lumber DOL=1.15 Plate OOL=1.15), 8 -213(LC 12) Pg=40.0 psf(ground snow);Pf=28.0 psf(oat roof snow Lumber DOL=115 Plate Max Grav DOL=1.15);Category II;Exp B,Partially 6p.,Ct=1 12 = 1317 LC 2) 4)Unbalanced snow loads have been considered for this design. 8 = 1317(LC 2) 5)This truss has been designed for greater of min roof live load of 12.0 psf or 1.00'imes fiat roof load of 28 0 psf on overhangs non-concurrent with other live loads. 16-00-00 T2GE o o .... o N v I � I� r , i I T1 BGE 4 - I m 0 0 CO I 0 CONVENTIONALLY --,- FRAME ATTIC AREA BY OTHERS to I -- - - ----- --- T1GE 22-06-00 mengineering on-structural placement plan is provided for identifying the location of trusses as supplied by Truss Engineering Corporation(TEC). No responsibility is taken or implied by TEC rder Number: 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 BCSI recommendations, uote Number. Q1408219 e tru document specifications structure well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully Drawn By: John Goodrich ed,including all sheathing, hangers,wall anchors, lateral web bracing(as shown on indiviva sop rawg , pequired a the construction ob Name: BENCHMARK ents). Installation contractor shall refer to[he individual truss shop drawings for al structurareque , ed to bearing locations and JOPSON 3 ements,ply to ply nailing,lateral web bracing,and truss spacing. Truss Engineering Corporaton srcy in the Design of Metal Plate cted Wood Trusses'as defined by TPI Chapter 2(available upon request)regardless o any jospecpise in writing by TEC. ob5ite: TadAMP NORTHAMPTON lacement plan is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. The building owner/owner's agent is solely responsible for verifyin 8/14!2014 ensions,geometry,loads and load requirements for accuracy and full compliance to construction documents and shall be responsible for notifying TEC immediately of any pancies. The building owner/owner's agent is responsible for coordinating all construction details between trades. Truss Engineering Corporation is NOT responsible for field ation 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 ing engineering documents allowing such. EkNE&I N CORPORATION mow CONTRACTOR QUOTE PRINTED ON: 08/14/14 PAGE 1 QUOTE # Q1408219 DATE QUOTED:08/14114 181 GOODWIN ST VALID UNTIL: 09111114 ENGINEERING PO BOX 51027 CORPORATION Job: BENCHMARK INDIAN ORCHARD, MA 01151 JOPSON 3 MANUFACTURERS OF ROOF & FLOOR TRUSSES Phone(413)543-1298 Fax(413)543-1847 Toll Free(800)456-0187 NORTHAMPTON, MA Quote To:Cowls Building Supply, Inc. Requested By: PETER VAN BUREN 125 Sunderland Road P.O. Box 9676 North Amherst, MA 01059 Quoted By: John Goodrich Attn:PETER VAN BUREN Phone:(413)-549-0001 ROOF TRUSSES LOADING TCLL-TCDL-BOLL-BCDL STRESS[NCR. ROOF TRUSS SPACING:24.0 IN.O.C.(TYP.) LAYOUTJFG 08/14/14 INFORMATION 40.0,10.0,0.0,10.0 1 1.15 UNIT PROFILE CITY PITCH TYPE BASE O/A LUMBER OVRHG/CANT SHIPPING PLY TOP BOT TRUSS ID SPAN SPAN TOP BOT LEFT RIGHT HEIGHT WEIGHT COMMON 00-11-00 00-11-00 09-08-04 113 6 9.00 0.00 T1 22-06-00 22-06-00 2 X 4 2 X 4 ----- COMMON 00-11-00 09-08-04 112 ZLS 8 9.00 0.00 T1 B 22-06-00 22-06-00 2 X 4 2 X 4 ----- COMMON 00-11-00 09-08-04 124 1 9.00 0.00 T1 BGE 22-06-00 22-06-00 2 X 4 2 X 4 ----- ----- COMMON 00-11-00 00-11-00 09-08-04 125 1 9.00 0.00 T1 GE 22-06-00 22-06-00 2 X 4 2 X 4 ----- ----- COMMON 00-11-00 00-11-00 07-03-00 77 7 9.00 0.00 T2 16-00-00 16-00-00 2 X 4 2 X 4 ----- ----- COMMON 00-11-00 00-11-00 07-03-00 78 1 9.00 0.00 T2GE 16-00-00 1 16-00-00 2 X 4 2 X 4 ----- ----- Truss Engineering Corporation(TEC)strictly adheres to the'Standard Responsibilities in the Design of Metal Plate Connected Wood Trusses'as defined by TPI Chapter 2(available upon request)regardless of any job specific SUBTOTAL specifications unless clearly defined otherwise in writing by TEC. This product list is Truss Engineering Corporation's INTERPRETATION of plans and drawings as supplied to us. No responsibility is taken or implied by TEC for the structural integrity of the structure below the trusses or the affects of TEC's product on the structure as a whole.The building owner/owner's agent is solely responsible for verifying all 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 GRAND TOTAL installer shall follow all SCSI recommendations,construction document specifications as well as any site specific requirements to ensure safe and proper installation. No loading shall be applied to trusses until properly and fully installed,including all sheathing,hangers,wall anchors,lateral web bracing(as shown on individual shop drawings),and permanent bracing(as required by the construction documents). Installation contractor shall refer to the individual truss shop drawings for all structural requirements of trusses,including but not limited to bearing locations and requirements, ply to ply nailing,lateral web bracing,and truss spacing. No trusses supplied by Truss Engineering Corporation may be cut,drilled,or altered in any way without first contacting TEC and receiving engineering documents allowing such. *** THESE DRAWINGS HAVE BEEN REVIEWED AND ARE APPROVED AS AN ORDER *** pproved By: Approval Date: Po#: Requested Delivery Date: ' G TIGAL_ FNONEMINO - + Engineered Solutions Framing With a � + Raised Rafter Plate a by Robert Randall, P.E. Strap tie The May Practical Engineering col- roof overhang,and it gives a greater 300 umn looked at the issue of lateral reveal outside for a wide frieze board thrust in roofs=the tendency for above the windows. rafters to spread apart under load. Unfortunately, the structural Conventionally framed roofs (see requirements of this detail are often Figure 1) are often strong enough to overlooked. The results can be disas- resist this lateral thrust as long as the trous, as the roof collapse cited in Continuous carpenters use enough nails or bolts May's column illustrates. Toenailing band joist where the rafter laps the attic joist the rafters to the raised plate — the (though this can be a challenge in most common job-site solution— shallow-pitched roofs). will rarely provide a strong enough Use one of these solutions A problem with this framing detail, connection. A really industrious car- Use Simpson Strap rated especially in cold climates, is that the penter might get six or eight toenails B. for min 450 IbS attic insulation tends to get com- into each rafter, but if the raised plate pressed above the wall plate. Even itself has been nailed off with one or Twist strap with ventilation chutes, the increased two nails per joist, it won't matter. heat loss at the plates may contribute to ice dam troubles. So many energy- Raised Plate Details That Work conscious builders use a"raised rafter Here are three simple details that plate"detail (Figure 2) which lifts the work well (Figure 3). All rely on metal rafter end above the attic joist, allow- connectors available from Simpson ing for more insulation over the wail Strong-Tie (1450 Doolittle Dr.,San plates.This helps to solve the heat Leandro, CA 94577; 800/999-5099) Continuous loss problem, and also has other and other manufacturers. advantages: It creates more headroom Detail A, the simplest, uses either band joist and floor space in the attic, it allows the Simpson ST strap tie or the CS more sunlight to come in below the coil strap—galvanized steel straps Conventional Roof Raised Rafter Plate C. Nockino between joists Hurricane tie Heat loss Figure 3. When using a raised rafter plate, Simpson strap ties(A)are the easiest way to resist roof thrust,according to the author. When an attic floor is in the way, twist straps Figure I.Conventional attic framing provides Figure 2.The raised rafter piste allows room will work(B).Extending the attic joist a strong eaves tie connection where the rafter for insulation above the wag plate, but the beyond the wags(C)provides a strong rafter- laps the joist,but it doesn't allow much space lateral thrust of the roof must be accounted for joist connection,but may require additional for insulation above the wag plates. in the design. hurricane ties to resist wind uplift. 64/JLC •Jutx 1996 Engineered Solutions ;. -- Framing With a + C Raised Rafter Plate A, by Robert Randall, P.E. Strap tie The May Practical Engineering col- roof overhang, and it gives a greater 300 umn looked at the issue of lateral reveal outside for a wide frieze board thrust in roofs—=the tendency for above the windows. rafters to spread apart under load. Unfortunately, the structural Conventionally framed roofs (see requirements of this detail are often Figure 1) are often strong enough to overlooked. The results can be disas- resist this lateral thrust as long as the trous, as the roof collapse cited in Continuous carpenters use enough nails or bolts May's column illustrates. Toenailing bandjoist where the rafter laps the attic joist the rafters to the raised plate — the (though this can be a challenge in most common job-site solution — shallow-pitched roofs). will rarely provide a strong enough Use one of these solutions A problem with this framing detail, connection. A really industrious car- Use Simpson Strap rated especially in cold climates, is that the penter might get six or eight toenails B. for min 450 lbs attic insulation tends to get com- into each rafter, but if the raised plate pressed above the wall plate. Even itself has been nailed off with one or Twist strap with ventilation chutes, the increased two nails per joist, it won't matter. heat loss at the plates may contribute to ice dam troubles. So many energy- Raised Plate Details That Work conscious builders use a"raised rafter Here are three simple details that plate" detail (Figure 2) which lifts the work well (Figure 3). All rely on metal rafter end above the attic joist, allow- connectors available from Simpson ing for more insulation over the wall Streng-Tie (1450 Doolittle Dr., San plates. This helps to solve the heat Leandro, CA 94577; 800/999-5099) Continuous loss problem, and also has other and other manufacturers. advantages: It creates more headroom Detail A, the simplest, uses either band joist and floor space in the attic, it allows the Simpson ST strap tie or the CS more sunlight to come in below the coil strap—galvanized steel straps Conventional Roof Raised Rafter Plate C. Blocking between joists 1 .�� Hurricane tie V�7 Heat loss Figure 3.When using a raised rafter plate, Simpson strap ties(A)are the easiest way to resist roof thrust,according to the author. When an attic floor is in the way, twist straps Figure 1.Conventional attic framing provides Figure 2.The raised rafter plate allows room will work(B).Extending the attic joist a strong eaves tie connection where the rafter for insulation above the wall plate, but the beyond the walls(C)provides a strong rafter- laps the joist, but it doesn't allow much space lateral thrust of the roof must be accounted for joist connection, but may require additional for insulau'on above the wall plates, in the design, hurricane ties to resist wino!uplift. 64/JLC • JuLY 1996 City of Northampton Massachusetts - Y i DEPARTMENT OF BUILDING INSPECTIONS l 212 Main Street • Municipal Building Northampton, MA 01060 � ... t INSPECTOR Donald Besancon October 16, 2014 PO Box 520 Belchertown, MA 01007 Subject Location: 120 Emerson Way Map Block: 36-395 Mr. Besancon, Your building permit application and plans dated 8-12-14 are under review. Please follow up on the following items: These items will need to be addressed before a permit is issued; 1. Need detailing for braced wall detailing at the garage door. 2. Front porch piers are not properly sized for appropriate loads. Different layouts for foundation and elevations. 3. Stamped engineering for all non prescriptive materials and or systems. LVLs,truss, 1-joist. 4. HERS initial and final ratings, duct blast results, and a signed Thermal Bypass Checklist. 5. A smoke/CO/H detector throughout the structure. 6. All grades must be sloped away from the structure. 7. The 8"foundation is shown as 9'with 7' unbalanced fill,which could work, but no exposed foundation in these section can be less than 2'.A note on the plan says its shown at 12" although it scales to 18" neither of which will work under these conditions. 8. A positive connection is required for rafters set atop the floor box and not directly connected to the ceiling joist. See attached detailing. 9. Complete air barriers are required behind tubs and showers before the units are installed. 10. The window opening above the garage is within 24"of the FF and requires a restrictor. Note:July 1 begins enforcement of the 2012 IECC with MA amendments and fire protection for non- dimensional lumber floor system frames,the new Stretch Code is pending. As of August 4th 2011 the 8th 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 intended to be comprehensive, nor is it a substitute for purchasing and reading the MA codes. Read only international codes are available on line at http•//publicecodes.cyberregs.com/icod/one must also consider the MA amendments to these codes which can be found at www.mass.gov/dps/bbrs . The current relevant building codes are: 2009 IBC, 2009 IEBC, 2009 IMC, 2009 IRC, 2009 or 2012 IECC,AA115, MA amendments. 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: cmilleranorthamptonma.gov Thank you for your cooperation on these matters. Chuck Miller City of Northampton Assistant Commissioner and Zoning Enforcement �G / ��/ 3/Z � /a �� 3b � �� Z�'`1 �Z$yl of �IIZIhj�??t��II?t Z F � � �i 855R[hitBCffS J s t c DEPARTMENT OF BUILDING INSPECTIONS 212 M'un Street o Municipal Building JNSPECTOR Northampton,MA 01060 LOCATION SQUARE FOOTAGE AMOUNT BASEMENT @ =20 '�s, 70 lsT FLOOR @.50 2"DFLR @.30. v FLOORS, FINISH ATTIC,GARAGE @.20 d 1 �' kD DECKIPORCHES @ .'20 TOTAL. . z _70 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: 120 Emerson Way, Lot 51, Northampton,MA 01060 Inquiry Made By: Don Besancon 413-478-9528 Date of Inquiry: 8/27/14 Number of Type of Single Family X Type of Private X Units: 1 Unit (s :� Apart. Comm Ownership: Condo Multi-family Rental (Annlicant t� fill nut the ahnvel Municipal Water Main in Existing service to Front of Location? Yes: No: X site? Yes: X No Size of Water Main: 6" Material: Ductile Iron Age: 2010 Approximate Static Street Flow Test Conducted: Yes: No: X Pressure: 40psi If done attach results size of service t,onneciion i 9' Suggested Meter Size: 1 5/8" Comments: The Water Department cannot guarantee adequate water pressure during peak demand times at elevations above 320 feet. • A corresponding water entrance fee shall be paid prior to making any connection to the municipal water system. • Arrangements of such installation shall be made with the Northampton Water Department with a minimum of 5 working days notification. • 11 wo 1 conform to Northampton Water Department specifications. s egy Nuttelman, Superintendent of Water Dept. Water Entry$ 200 Meter$100 Radio $ 100 cc: Ned Huntley, Director Note: If this availability is for a new construction,it must be hand delivered to the Building 45) Inspector. 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: 120 Emerson Way, Lot 51 Inquiry Made By: Don Besancon 413-478-9528 Date of Inquiry: 8/27/14 Reason for Request: Hook into City Utilities Municipal Sewer Main in Front of Location: Yes No Municipal Storm Drain Available: 5 '/2 deep Yes No Size of Sewer Main: Material: Age: Depth of Sewer Main: Length of Sewer Main: Size of Service Connection: Type of Service Connection: Tie-in to Sanitary Main Tie-in to Sanitary Stub Comments: E I V 4 City Requires 6" cleanout installed at City Property Line Note: If this availability is for new construction this form must be hand delivered to Building Inspector. A corresponding"sewer entrance fee"shall be paid priorto 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. ,�)o_L /�Z I John Hall Sewer Department \` �J\j cc: Ned Huntley, Director DPW /�5� �• Louis Hasbrouck, Building Commissioner _\\ City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111 , S 150A. Address of the work: The debris will be transported by: -.5'e The debris will be received by: 95 Building permit number: Name of Permit Applicant ,%r�.��/� �s.-9��✓ 9)1, Date Signature of Permit Applicant City of Northampton .. A r SS r .f � Massachusetts , p DEPARTMENT OF BUILDING INSPECTIONS m r « 212 Main Street • Municipal Building Northampton, MA 01060 �ss� ...�� INSPECTOR Louis Hasbrouck Chuck Miller Building Commissioner Assistant Commissioner HOME OWNER EXEMPTION ACKNOWLEDGEMENT The State of Massachusetts allows the homeowner the right under 780CMR 108.3.4 to act as his/her construction supervisor. The state defines "Homeowner" as, " Person(s) who owns a parcel on which he/she resides or intends 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 home owner." The building department for the City of Northampton wants any person(s) who seek to use the home owner exemption, to act as their own construction supervisor, to be aware that by doing so you become responsible for compliance with state building codes and regulations. The inspection process requires that the building department be called to inspect work at various stages, which include foundation/footings (before backfill), sonotube holes (before pour) a rough building inspection (before work is concealed) insulation inspection (if required) and a final building inspection The building department requires these inspections before the work is concealed, failure to secure these inspections can result in failure to obtain a certificate of occupancy until the work can be inspected. If the homeowner hires other trades to perform work (electrical, plumbing & gas) the homeowner will be responsible to make sure that the trades hired secure their proper permits in conjunction to the building permit issued, and that they get their required inspections. Failure of the individual trades to secure the permits and inspections as required can DELAY the project until such time as the proper permits and inspections are made 1, understand the above. (Home owner/resident's signature requesting exemption) I will call to schedule all required building inspections necessary for the building permit issued to me. Date Address of work location The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations ' 600 Washington Street Boston, MA 02111 www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print Legibly Name (Business/Organization/Individual):_/ ews�9��z/ ,I Nf cl.-✓ Address: ,/��'' ,� G'ic S O City/State/Zip: Phone#: �� Are you an employer? Check the appropriate box: Type of project(required): 1.❑ I am a employer with 4. ❑ I am a general contractor and I employees (full and/or part-time). * have hired the sub-contractors 6. [ Iew construction 2.[�I am a sole proprietor or partner- listed on the attached sheet. 7. ❑ Remodeling ship and have no employees These sub-contractors have g, ❑Demolition working for mein any capacity. employees and have workers' 9. ❑ Building addition [No workers' comp.insurance comp. insurance.1 required.] 5. ❑ We are a corporation and its 10.❑ Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their 11.❑ Plumbing repairs or additions myself. [No workers' comp. right of exemption per MGL 12.❑ Roof repairs insurance required.]t c. 152, §1(4), and we have no employees. [No workers' 13.❑ Other comp. insurance required.] *Any applicant that checks box#1 must also fill out the section below showing their workers'compensation policy information. tHo meowners who submit this affidavit indicating they are doing all work and then hire outside contractors must submit a new affidavit indicating such. $Contractors that check this box must attached an additional sheet showing the name of the sub-contractors and state whether or not those entities have employees. If the sub-contractors have employees,they must provide their workers'comp.policy number. I am an employer that is providing workers'compensation insurance for my employees. Below is the policy and job site information. Insurance Company Name: Policy#or Self-ins.Lic. #: Expiration Date: Job Site Address: City/State/Zip: Attach a copy of the workers' compensation policy declaration page(showing the policy number and expiration date). Failure to secure coverage as required under Section 25A of MGL c. 152 can lead to the imposition of criminal penalties of a fine up to $1,500.00 and/or one-year imprisonment, as well as civil penalties in the form of a STOP WORK ORDER and a fine of up to$250.00 a day against the violator. Be advised that a copy of this statement may be forwarded to the Office of Investigations of the DIA for insurance coverage verification. I do hereby certify under t e pains and penalties of perjury that the information provided above is true and correct. Signature: 1 Date: �Z4 v Phone#: Official use only. Do not write in this area, to be completed by city or town official City or Town: Permit/License# Issuing Authority(circle one): 1. Board of Health 2.Building Department 3. City/Town Clerk 4.Electrical Inspector 5.Plumbing Inspector 6. Other Contact Person: Phone#: SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable £ Name of License Holder: C./5"-07 7 /Z4 License Number Address Expiration Date y 7f- 95-z e Sig—nee Telephone 9.Re'gstered Home Improvement Contractors ; Not Applicable £ Company Name Registration Number Address Expiration Date 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....... £ No...... £ 11 Horne 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 shad 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 ER" Addition ❑ Replacement Windows Alteration(s) ❑ Roofing d Or Doors 1:1 Accessory Bldg. ❑ Demolition ❑ New Signs [0] Decks [C] Siding[Cfff Other[0] Brief Description of Proposed / Work: ../�c./ Si"-5/C � �. �i . s-i� Alteration of existing bedroom Yes No Adding new bedroom Yes ii No Attached Narrative Renovating unfinished basement Yes v No Plans Attached Roll -Sheet sa. If New house and or.addit 66' to exlsting ftus ng, complete the following;: a. Use of building: One Family Two Family Other b. Number of rooms in each family unit: Number of Bathrooms Z J Z c. Is there a garage attached? _ l d. Proposed Square footage of new construction. Z60 0 Dimensions 612 � 7� e. Number of stories? 1 f. Method of heating? 1; 0 '4 Z ems ire lace r Woodstoves_�Number of each g. Energy Conservation Compliance.. Masscheck Energy Compliance form attached? h. Type of construction &1�0 o 1/ i. Is construction within 100 ft. of wetlands? Yes VNo. Is construction within 100 yr. floodplain Yes i-�No j. Depth of basement or cellar floor below finished grade Z � k. Will building conform to the Building and Zoning regulations? Yes No. 1. Septic Tank City Sewer L/"' Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT J as Owner of the subject property hereby aut o ' to act o b f, i II otters relative to wi rk authorized this building permit applica'on. Signat e e Date as Owner/Authorized Agen hereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains and penalties of perjury. Print Name ,/Z Signature of Owner/Agent Date C/� Section 4. ZONING All Information Must Be Completed.Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be filled in by Building Departmyrit Lot Size 4 ! Frontage _----- _ l.._........_..._._...........-..... ___-....__._.. Setbacks Front + 0 _- Side L.1 ®�- L: =R• Rear Building Height - Bldg. Square Footage Open Space Footage % (Lot area minus bldg&paved I-.... parking) #of Parking Spaces t•.-- -- Fill: I (volume&Location) A. -r Has a Special Permit/Variance/Finding ever been issued for/on the site? NO DONT KNOW Q YES Q IF YES, date issued:; t IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DONT KNOW 0 YES 0 __..__ ...... _..,. _....----------_._.._...-- ...._. IF YES: enter Book 1 Page _ and/or Document#} 8 Does the site contain a brook, body of water or wetlands? NO 0 DONT KNOW � YES 0 IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Obtained , Date Issued: CIP Do any signs exist on the property? YES Q NO IF YES, describe size, type and location: f � U Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: ___..........._.....-._........-_....__.........._.__._._..__...—..._.._..J E. Will the construction activity disturb(clearing,grading,excavation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES 0 NO 0 IF YES,then a Northampton Storm Water Management Permit from the DPW is required. C7, r_ t_ i � _ ' Department use only ' i City of Northampton Status ofPermrt '4 "� SEP 17 2014 Building Department Ctrrt�cu#Drl�eway Perml# V 212 Main Street SewerlSeptic Availabtllty " swomft,Wumbino•Ciao Inspe Room 100 Water/IrhleitRva�labillty Noftaffvton,MApteeq Northampton, MA 01060 TwaSefs otS#ruGtriral Plans phone 413-587-1240 Fax 413-587-1272 Plof/Site Plans Other 5pec�ty APPLICATION TO CONSTRUCT,ALTER,REPAIR,RENOVATE OR DEMOLISH A ONE OR TWO FAMILY DWELLING SECTION 1 -SITE INFORMATION This'section;to be completetl by office 1.1 PropertyAddre ao Map �� Lot Urnt S_� /- �J�� Overlay District _ Elm St Distract CB Distract SECTION 2. PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: _ w Curren�Curren g A d ssame(Pr t) IGL Telephone Signature 2.2 Authorized A n Name(Print) Current Mailing Address: � _----. `1/:3 - `/ Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS. Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building �j 7S C (a) Building Permit Fee 2. Electrical y�J (b)Estimated Total Cost of T �JC1(l Construction from 6 3. Plumbing ��/1®�� Building Permit Fee 4. Mechanical(HVAC) y / 5. Fire Protection ��®a 6. Total=(1 +2+3+4 L121, POD Check Number This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner/Inspector'of Buildings Date File#BP-2015-0306 APPLICANT/CONTACT PERSON DONALD R BESANCON ADDRESS/PHONE P O BOX 520 BELCHERTOWN (413)478-9528 PROPERTY LOCATION 120 EMERSON WAY MAP 36 PARCEL 395 001 ZONE THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE ZONING FORM FILLED OUT Fee Paid Building Permit Filled out Fee Paid Typeof Construction: CONSTRUCT 2 STORY SFH W/ATT GARAGE/PORCH New Construction Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 94265 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFORMATION PRESENTED: 1� 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 elay ature o ild g ficial ate 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. 120 EMERSON WAY BP-2015-0306 GIs#: COMMONWEALTH OF MASSACHUSETTS MU:Block: 36-395 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Buildinq DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category:New Single Family House BUILDING PERMIT Permit# BP-2015-0306 Project# JS-2015-000575 Est. Cost: $421000.00 Fee: $1627.30 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group DONALD R BESANCON 94265 Lot Size(sq. ft.): 12153.24 Owner: HAMPSHIRE PROPERTY MANAGEMENT Zonin : Applicant: DONALD R BESANCON AT. 120 EMERSON WAY Applicant Address: Phone: Insurance: P O BOX 520 (413) 478-9528 BELCHERTOWNMA01007 ISSUED ON:111612014 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORY 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 11/6/2014 0:00:00 $1627.30 212 Main Street,Phone(413)587-1240, Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner