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37-129 (3) 24-0-0 I I II I I I II I I T 4 N OI, M Cl) i I I' I I I II Ili II l i TgiGE o I I! '! q TOI J I ,� T01 GE I 14-5-0 9-7-0 Ply— lob Truss Truss Qty Ply Jobb var Created in MBA 080800401 T02 ICOMMON 14 Universal Forest Products,Belchartown,MA.01007 7.050 s May 22 2008 MiTek Industries,Inc. Tue Aug 0513:09:45 21 Page I 6-1-15 12-0-0--___� 24-0-0 ?5-0-9 1-0-0 6-1-15 5-10-1 5-10-1 6-1-15 1-0-0 Scab:ll4-�1 441 ,0fflF'2 / \ �4 �4 1 2X4 2X4 8 W�/ 7 3Z 'T1 2 J 12 10 3.4 3.4— 24-0-0 8-1-5 7-9-6 8-1-5 P1 PACING 2-" CSI DEFL in (lac) I/dLfl Lid PLATES GRIP TCLL 35.0 1 1 LOADING(psf) S Plates Increase 5 TC 0.86 Vert(LL) -0.11 2-12 >999 240 MT20 1971144 (Ground Snow 50.0) 1 5 BC 0.68 Vert(TL) -0.29 2-12 >971 Lumber Increase 1.11 180 TCDL 10.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 8 n1a We BCLL 0.0 Code IBC20031TPI2002 (Matrix) Wnd(LL) 0.D9 2-12 >9W 360 Weight:102 lb BCDL 10.0 LUMBER BRACING Ij TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-4-9 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc,bracing. WEBS 2 X 4 SPF No.2*Except* WI,W4:2 X 4 SPF Stud REACTIONS (IbNze) 2=1407/0-3-8,8--140710-3-8 Max Horz 2=-308(LC 6) Max UpIifI2=-1 71(LC 8),8---171(LC 9) Max Grav2=1 554(LC 2),8=1 554(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102,2-3---17921436,3-4---1516/554,4-5---1315/588.6-6---1315/688,6-7=-15161554,7-8--1792/436.8-9=01102 BOT CHORD 2.12=-167/1195,11-12=-301784.10-11=-30(784,8-10---139/1196 WEBS 3-12=-6431349,5-12=-2731844,6-10=-273/844.7-10=-6431349 NOTES 1)Wind:ASCE 7-02;100mph TCDL-5.Opsf;BCDL=S.Opsf,h=24ft-,Cat.11 Exp C;enclosed.MWFRS(low-rise)and C-C Exterior(2)zone,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip 66L=1.33 2)TCLL:ASCE 7-02;Pg=50.D psf(ground snow);Pf--35.0 psf(flat roof snow),Category 11,Exp C,Partially Exp..Ct--1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)One H4 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jqs)2 and 8. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Truss Truss Type Qty Ply in MBA T02GE GABLE 1 Job �; I Job Reference(optional) 8 Universal Forest Products,Belchertown,MA.01007 7.050 s May 22 2008 MiTek Industries,Inc. Tue Aug 05 13:09:47 2008 Page 1 12-0-0 24-0-0 1_0_0 12-0-0 12-0-0 1-0-0 4.4 1.40,11 9 10 IDMFU IT U41 .4 T1 sTs 14 STI iT11 '\ 15 I i 'T T 2 W=44 24-0-0 24-0 0 ---—ets Offs _(X�Y):12:0-2-10--4d16: -1,0.1 l:9:"10-3-_0L ......... DEFIL in (loc) I/defl L/d PLATES GRIP Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 17 n/r 180 MT20 1971144 (Ground Snow-50.0) Lumber ncrease 1.15 BC 0.10 Vert(TL) -0.O 7 n/r 80 Rep=s Incr NO WB 0.23 Horz(TL) 0.01 1 TCDL 10.0 1 16 n/a n1a BCD 0.0 Code IlIC2003ITP12002 (Matrix) Weight:133 lb T BCDL ps� 10,0 i CLL LOADING(psf) 35.0 SPACING 2-M CSI �LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 64)-0 oc purfins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. !OTHERS 2 X 4 SPF Stud*Except* WEBS I Row at midpt 9-23,8-24,10-22 ST6,ST5.ST7:2 X 4 SPF No.2 1 REACTIONS (lb/size) 2=230/24-0-0,23--173t24-",24=219124-0-0,25=220/24-0-0,26=220/24-M.27=222/24-",28=212/24-0-0,22=219/24-".21=220/24-0-0.20--220124-0-0,19--222t24-", 18=21224-",1843024-0-0 Max Hor72=308(LC 7) Max UplffU=-114(LC 6),24---88(LC 8),25=85(LC 8).26=-78(LC 8).27=-88(LC 8),28=-67(LC 8),22=54(]_C 9),21=-87(LG 9),20=-78(LC 9),19=-86(LC 9),18---65(LC 9),16=51(LC 7) Max Grav2=299(LC 2),23--219(LC 9),24=300(LC 2),25=288(LC 2),26=290(LC 2),27=293(LC 2),28=278(LC 2),22=300(LC 3).21=288(LC 3),20--290(LC 3),1 9=293(LC 3),1 8=278(LC 3), 16--299(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0197,2-3=-307/177,3-4=-238/158,4 5=-2 3211 67,5.6=-175/165,6-7=-111/161,7-8=-1101213,8-9=-116/300,9-10=1161300.10-11=-1101213,11-12=-111/103,12-13=-Illf7l, 13-14-138f74.14-15=-145/62,15.16---221/82,16-17--0/97 �BOTCHORD 2-28=-39/265,27-28=-39M5,26-27=•39265,25-26=39066,24-25=39/265,23-24--39/265,22-23=-39265.21-22=39265,20-21=-39265,19-20=-39285,18-19---39265,16.18---39265 WEBS 9-23=-277/0,B-24=-2601116,7-25--248/153,6-26---250/141,5-27=-2511146,3-28=-2441137,10-22=-260/116,11-21=-2481153,12-20=-250/141,13-19=-2511146,1&18=-244/137 NOTES 1)Wind:ASCE 7-02;1 OOmph;TCDL--5.Opsf;BCDL=5.Opal;h=24ft Gat II;Exp C;enclosed-,MWFRS(low-rise)and C-C E xWoq2)zone,C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip 66L=1-33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-02,Pg=50.0 psf(ground snow);Pf--36.0 Pat(flat roof snow);Category 11,Exp C;Partially Exp;Ct--1 4)Unbalanced snow loads have been considered for this design, 5)This truss has been designed for greater of min roof live load of 1&0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed fora 10.O psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing 9)Gable studs spaced at 24)-0 oc 10)One H4 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at%$)2,24,25,26,27,28,22,21,20,19,18,and 16. 11)This truss is designed in accordance with the 2W3 international Building Code section 2306.1 and referenced standard ANSIfrPI 1. LOAD CASE(S)Standard Job Truss Truss Type '11, in MBA 080600406 T02AGE GABLE 1 ------ ------ ...... 77-- L iUniversal Forest Products,Belchertown,MA.01007 7.050 s May 22 2008 MiTak Industries,Inc. Tue Aug CF5 131%462008 Pape 1 TI-0-9 -- 12-0-0 - 24-0-0 - - --?-5:70j 1-0-0 12-0-0 12-0-0 1-0-0 9 z/ � 7 ST i .T T. 13 T 'T 14 �TW is 17 If 24-0-0 24-0-0 ------------ relate Offsets-XY 2:0-2-1 �01 2j.0:3-q,0-3-G LOADING(psf) SPACING 2-" CSI DEFL In (loc) I/deff L/d PLATES GRIP TCLL 350 -0.01 17 n/r 180 MT20 197/144 50_6) Plates Increase 1.15 TC 0.23(Ground Snow= Lumber Increase 1.15 BC 0,10 Vert(TL) -0.01 17 n/r 80 TCDL 10.0 Rep Stress Iner NO WB 0.23 Horz(TL) 0.01 16 n/a n1a BCLL 0.0 BCDL %0 Code IBC2003rrP12002 (Matrix) Weight:133 to t ---- ---- ---LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid coiling directly applied of 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud-Except- WEBS I Row at midpt 9-23,B-24,10-22 ST6,ST5,ST7:2 X 4 SPF No.2 REACTIONS (lb/size) 2=23024-",23=173/244W,24=219/24-0-0,25=220/24-0-0,26=220r24-0-0,27=222124-0-0,28=212/24-0-0,22=219/24-0-0,21=220/24-041,20=22024-0-0,19--222r24-M, 18=212124-0-0,16--230/24-0-0 Max Horz2-308(LC 7) Max Uplif!2=-11 14(LC 6),24=-68(LC 8),25=-85(LC 8),26=-78(LC 8),27=-85(LC 8),28=-67(LC 8),22=-64(LC 9),21=-87(LC 9),20=-78(LC 9).19---85(LC 9),18=-85(LC 9),16=-51(LC 7) Max Grav2=299(LC 2),23=21 9(LG 9),24=300(LC 2),25--288(LC 2),26=290([-C 2),27=293(LC 2),28--278(LC 2),22=300(LC 3),21=288(LC 3),20--290(LC 3),1 9=293(LC 3),1 8=278(LC 3), 16--299(LC 3) FORCES (lb)-Maximum Comprs,ion/Mimum Tension TOP CHORD 1-2=0/97,2-3--307/177,3-4=-2381156,4-5=.232/167,5-6---175/165,6-7=-111/181,7-8---110/213,8-9=-1161300,9-10=.116/300,10-11=-1101213,11-12=-111/103,12-13=-111r71, 13-14=-13a/74,14-15=-145)62,15-16=-221182,16-17=0/97 BOT CHORD 2-28=-39/265,27-28=-39265,26-27=-391265,25-26=-39265.24-25---39265,23-24=-39/265,22-23=-394265,21-22=-39265,20-21=39265,19-20-39265,18.19-39/265,16-18=-39265 WEBS 9-23=-277/0,B-24=-260/116,7-25---248/153,6-26=-250/141,5-27=-261/145,3-28=-244/137,10-22=-2601116,11-21=-2481153,12-20=-2501141,13-19=-2511146,115-118-24411137 NOTES 1)Wind:ASCE 7-02,100mph;TCDL=5.Opsf,BCDL=5.opsf;h=24ft;Cat 11;Exp C,enclosed;MWFRS(low-rise)and C-C Exterior(2)zone:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)T designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" T.ruffs:A,CE 7-02;Pg-50.0 psf(ground snow);Pt--35.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct-I 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load noricancurrent with any other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 18)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-"oc. 10)One H4 Simpson Strong-Tie connectors recommended to connect truss to bearing wails due to uplift at ji(s)2,24,25,26,27,28,22,21,20,19,18,and 16. 11)This truss is designed In accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSIfTPl I LOAD CASE($)Standard -Tcr j Job Reference(optional)__ Unr mal-Forest Products,Betchertown,MA.01007 7.050 9 May 22 2008 MiTek Industries,Inc.T5e-A­ug-0Vb.M',�Wi0-08 Pip! Plates Increase 1.15 TC 0.97 Vert(LL) -0,17 4-6 �986 240 MT20 197/144 (Ground Snow--50 0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.28 4-6 >614 180 BCLL 0.0 BC Code IBC2003ffPI2002 (Matrix) Wnd(LL) O.D9 2-0 999 Weight 48 lb LUMBER BRACING BOT CHORD 2 X 4 SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-"oc bracing. Max Horz2=i85(LC 7) FORCES (lb)-Maximum Compression/Maximum Tension TOPCHORD 1-2=01102,2-3---907t238,3-4=-907/238.4-6--0/102 BOTCHORD 2-6=-10/548.4-6=-101548 WEBS 3-6=0/338 1)Wind:ASCE 7-02;100mph;TCDL--5.Opsf:BCDL=S.Opsf;h=24ft:Cat.11,Exp C,enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1.60 plate grip DOL--1.33 2)TCLL:ASCE 7-02;Pg=50,0 psf(ground snow),Pf--35.0 psf(flat roof snow);Category ll�Exp C,Partially Exp.;Ct--1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live toads�..has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)This 6)One H4 Simpson Strong-Tie connectors recommended to connect hiss to bearing walls due to uplift at jt(s)2 and 4. 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard a �Job Truss (-ru-ss-Ty pe - -- -- 08080040B TOIGIE (GABLE 11 1�---- { - --1 _-- - --- -_--- __---- _ ---. —,�_- Job Reference(optional) _ Universal Forest Products,Belchanown,MA.01007 7.050 s May 22 2008 MiTek Industries,Inc. Tue Aug 05 13:09:45 2008 P8619-1 1-0-0 7-2-8 14-5-0 15-5-0 1-0-0 7-2-8 7-2-8 1-0-0 .4 p scYS=1:30. 6 /X 5 10.40 12 T4 \ 5T3 6151 i n 5 \\\ 3 io Li / 14-5-0 14-5-0 Plate Offsets(X,Yj:LL.0-2-1,0-111 LO 0-2_1,0-1-81 - LOADING(psf) 35.0 SPACING 2-0-0 CSI DEFL in (loc) Well Lid PLATES GRIP (Ground Snow-50.0) Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 11 n/r 180 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.01 11 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 10 n/a n/a Code IBC2003/rP12002 (Matrix) Weight:65 lb BCDL--- -10_0 _ -- -- - --- — --- --- P—--1 ---- ----- --- LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc urlins. ROT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS(lb/size) 2=206/145-0,10=206/14.5-0,15=168/14-5.0,16=215/145-0,17=233/14-5-0,18=145/14-5-0,14=215/14-5-0,13=233/14-5-0,12=145/14-5-0 Max Horz2=185(LC 7) Max UplifQ--86(LC 6),10--49(LC 7),16-74(1-C 8),17=-90(LC 8),18=-48(LC 7),14=-72(LC 9),13=-91(LC 9),12=-46(LC 6) Max Grav2=265(LC 2),10=265(LC 3),15=168(LC 1),16--296(LC 2),17=305(LC 2),18=189(LC 2),14=296(LC 3),13=305(LC 3),12=189(LC 3) FORCES (Ib)-Maximum Comprassion/Maximum Tension i TOP CHORD 1-2=0197,2-3=-184/112,3-4=-131/104,45=-1151102,5-6=-120/182,6-7=-120/182,7-8=-115/85,8-9=-109/51,9-10=-129/57,10-11 /97 BOT CHORD 2-18=19/177,17-18=19/177,16-17--19/177,15-16--19/177,14-15=-19/177,13-14=-19/177,12-13=-19/177,10-12=-19/177 WEBS 6-15=136/0,5-16=258/132,4-17=-2591160,3-18=-188/106,7-14=-258/132,8-13=-259/160.9-12=-188/106 !NOTES 1)Wind:ASCE 7-02;100mph;TCDL=5.Opsf;BCDL=S.Opst;h=24ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.80 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail' 3)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=35.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing- 9)Gable studs spaced at 2-0-0 oc. 10)One H4 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jqs)2,10,16,17,18,14,13,and 12. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. LOAD CASE(S)Standard I I I I KeyBuild strwtureT 2.303r RosemundFloranceRd-Level 6 8-25-08 kmBeamEngine 4,50322 Materials Database 857 9:42am 2of2 Control: Shear DOLs: Live=100% Snow=115% Root--125% Wnd=133% Manufacturer's installation guide MUST be consulted for multi-ply Connection details and alternatives AN product names are trademarks of their respective owners Copyright(C)1969-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passing is defined n when the member,floor joist,beam"girder,shown on this drawing meets applicable design criteds for Loads,Loading Conditions,and Spam hated on this sheet.The design must be reviewed by a qualified designer er design professional ea d for ral.This dewilE assumes product Installation accerlu to the manufacturer's nts!an_ KeyBaild Strwtive"2.303r RosemundFloraneeRd-Level 6 8-25-08 knAkatnEngine 4.503z2 Materials Database 857 9:42am I of 2 Member Data Description:CalcB5 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,U240 total 1.000"max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 6' 7.00" 154 616 Live Replacement Uniform(PLF) 6' 7.00" 8' 7.50" 146 584 Live Replacement Uniform(PLF) 8' 7.50" 10' 7.00" 374 1024 Live Replacement Uniform(PLF) 10' 7.00" 13' 9.50" 225 505 Live Replacement Uniform(PLF) 13' 9.50" 19' 5.50" 390 1080 Live Replacement Uniform(PLF) 19' 5.50" 30' 5.50" 154 616 Live Point(LBS) 0' 8.25" 20 35 Snow Point(LBS) 0111.001, 539 1388 Live Point(LBS) 6' 5.25" 78 -91 Live Point(LBS) 8' 7.50" 553 1329 Live Point(LBS) 10' 5.25" 73 41 Live Point(LBS) 10' 5.25" 320 158 Live Point(LBS) 13' 11.25" 73 41 Live Point(LBS) 13' 11.25" 519 256 Live Point(LBS) 19' 5.50" 737 1980 Live Point LBS 30' 0.88" 737 1980 Live 711 8 7 6 0 ® 7 6 0 ® 7 6 0 3058 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.646" 4320# 2 7' 6.875" Wall N/A 4.035" 10591# — 3 15' 0.875" Wall N/A 4.880" 12811# 4 22' 6.875" Wall N/A 3.492" 9165# — 5 29' 8.250" Wall N/A 1.941" 5096# Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying rnembers Dead Live Snow 1 9219 3399# 33# 2 2826# 7765# 2# 3 3709# 9102# 0# 4 1903# 7262# 0# 5 1119# 3977# 0# Design spans 7' 6.875" 7' 6.000" 7' 6.000" 7' 1.375" Product:1 3/4x91/2 Versa-Lam SP 2.0-3100 2 ply Component Member Design has Passed Design Checks."* Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7785.# 139584 55% 19.07' Odd Spans D+L Negative Moment 88344 13958.'# 63% 15.07' Adjacent 2 D+L Negative Unbrcd 88344 134554 65% 15.07' Adjacent 2 D+L Shear 56824 6318.# 89% 7.58' Adjacent 1 D+L TL Deflection 0.1174" 0.3750" 0766 18.82' Odd Spans D+L LL Deflection 0.1003" 0.2500" U897 18.82' Odd Spans L AN product names are trademarks of their respective owner: " Copyright(C)198 9.2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. Passing is defined as when the member,Moor Joist,beam or girder,shown on this drawArug meets appgcebie deep criteria for Loads,Loading Condi6ars,and Spans liked at this sheet The design must be reviewed by a qualified designer or design professional as mired fora al.This sesames od ct Installation accordina to the menufeebrrer's 'wgors. 2ND FLOOR FRAMING PLAN -- �- - ------- Joist Materials ------- Type Qty. Product Length Pr p t ______ -___ _______ ______ R1 1 9.5" RIM BOARD 23' 9-3/4" � II Total length: 71' 9-3/4" J1 9 9-1/2" AJS 20 MS P. 29' 0•' �� oa J2 2 v v 22' 0" J3 19 v 16, 0" v Rl1 2 v v 16 0" i. J4 12 v v 10' 0'• J5 1 v v 6' 0" Total length: 602' D" Gl 2 1 3/4x9 1/2 Versa-Lam SP 2.0-3 12' 0" _- G2 1 v v 10' 0" drr :n.t .._s G3 2 v v —, G4 1 v v 4' 0" ---- -_--_- -- - Total length: 59' 0" _... — RXX (R/L) 9.5" RIM BOARD 39' 0" RXX (R/L) v v 16' 0•• ' - Total length: 55' 0" _ RXX (R/L) 9-1/2" AJS 20 MSR 37' 0" Total length: 37' 0" ------- Blocking Materials ------- dai;ni.:a :x Type Qty. Product Length ---___ ____ _______ ______ Ftyp 4 9-1/2" AJS 20 MSR 1' F2 1 v v 0' 7-3/9" F3 1 v v 0' 6-3/4" i Ftyp v v 0' 5-1/2" . Total length: 6' 2" All product names are trademarks of their respective owners This layout has been created using the information from the plan provided, and/or verbal information _ �' from the general contractor. Rugg Building Solutions assumes no responsibility for this layout if altered during construction or any of the structural members shown are not supplied by Rugg Building Solutroris /�11a It is the responsibility of the building contractor / owner to install and / or oversee the installation l.11 1(7��j[S of all the engineered wood components to assure compliance with the manufacturers specifications.If any Joc Name: P_i.0 or d nc e i- changes are made to this project after the completion of our layout contact Rugg Building Solutions immediately 1ST FLOOR FRAMING PLAN 2 PLY CARRYING BEAM OPTION -- ------- Joist Materials ------- r P,iSF'tFa*�ref�r DETAIL G - ✓ Yi�r3i'11d Type Qty. Product Length T _— 1 9.5" RIM BOARD 23' 9-3/4" R2 3 v v 16' 0" TO tal length. 71 3/ 9- 9 E l 71 17 9-1/2" AJS 20 MBA 24 0" \ R10 J2 13 2 U o 1 Total length: 599' 0" G1 2 1 3/4x9 1/2 Vets a-Lam SP 2.0-3 10' 0" I; ( G2 1 7• 0" f,,,..5 F i?r Q-J -__ - _—_ _ Total length: 31' 0" l p/` �,7'Z:i, L w't!I�JC� �' RXX (R/LI 9.5" RIM BOARD 24' 0•' nc) ,,-3 0 r.f t,v,t -- -- -- RXX (R/LI v v 16' 0" Total length: 40' 0" RXX (R/L) 9-1/2" AJS 20 MBA 11' 0" Total length: 11' D" '. ------ Post S Beam Material ------- F — —' --- Type Qty. Product Length B1 2 1 3/4x9 1/2 Versa-Lam SP 2.0-3 30' 0" Total length: 60' 0" — _— ------- Blocking Materials ------- Type Qty. Product Length Ftyp 17 9-1/2" AJS 20 MSR 1' _- - F2 1 v v 1' 1-1l9" F3 1 v v 0'11-1/8" f,... F4 1 v v 0 6-3/ _ F5 1 v v 0' 5" Total length: 22' 1-5/8" All product names are trademarks of their respective owners s-1; l3T lc IN' T— .ny—t s been c eatad rha r matron nm tha'I"pro'.d=d, andre st�on " w ,,._ , f.r�n tl:e 9e� .,nt rac�u r. Fugy rSi_dina bu lut icrsra espons ibrl ity for h:..laycu if 1 t^ ai1i� ,J2..11� �� el-e red dear ing c ary,.f tbs s xel mambe rs sl.�wn a supp.ied tl'ru:ry Pui t M1e p 'b'1't� h t i'iin3 c r /cwnar t t 11 d J th of.��1[ �..d can Fon n- an pliancA wr..li r n-i f.,. epe_i.icat ir�s.If anyn clangors are..aoe .._ors Fr„ject afcarf the complecron of ou Jo'.rt auctact kugg nu'd' g psi... rmre cra__r 24-0-0 ii i j j o! it MI! I j j i i jj `✓ il T AGE i 4 4 T � T01 GE --- - 14-5-0 -- -- 9-7-0 10080800408 T02GE GABLE 1 Job Reference(optionaQ Universal Forest Products,Belchertown,MA.01W7 7.050 s May 22 2008 MiTek Industries,Inc. TueAug051&09:472008 Pagel Z 12 z U4 SPACING 2-" CS11 DEFIL in (be) I/deff U TES GRIP (Ground Snow=50 0) berInrrease 1.15 BC 010 Vert(TQ -0.01 17 ntr 81 do 10 (Matrix) ILUMBER BRACING BOTCHORD 2 X A SPF No.2 BOTCHORD Rigid ceiling directly applied or 10-"oc bracing. OTHERS 2 X 4 SPF Stud*Excepr WEBS I Row at midpt 9-23,8.24,10-22 18=2121244)-D,16=230124-0-0 Max Horz2=308(LC 7) FORCES (lb)-Maximum Compression/Maximum Tension NOTES forces&MWFRS for reactions shown;Lumber DOL 12)Truss designed for wind loads in the plane of the truss only. Foislud—xpu,;Ji� 4)Unbalanced Snow loads have been considered foi 51 This truss has been designed for greater of M�n 6)This bins has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)All plates are 2x4 UT20 unless otherwise inclicated. 8)Gable recluses confinuous bottom chord bearing. 9)Gable Muds spaced at 2-"oc. 11)This truss is designed in accordance with the 2003 International Buildirig Code section 2306.1 and relerenced Standard ANSIITPI 1. LOAD CASE[S)Standard job---- I-Irruss-- [Truss Type -FQ'y _TFly- -I Job.va Created in MBA j 0880040B T02AGE !GABLE I L Job Refs. Universal Forest Products,Belcherlown,MA.01007 7.050 s May 22 2008 Walk Industries,Inc.Tue Aug 05 13!09:46 2008 Page I 12-0-0 -----------24-0-0 -0- 1-0-0 12-0-0 12-0-0 1-0-0 Z"' r10 j 10w F2 Z 12 U4 13 3%41 14 T 3x T 2 17 24-0-0 ----------- LOADING(psp SPACING 2-M CSI DEFIL in (loc) Iiden Ud PLATES GRIP TCLL 360 Plates Increase 1.15 TC 0.23 Vert(LL) -001 17 ntr 180 MT20 197/144 (Ground Snow-50.0) Lumber Increase 1.16 (TL) -0:01 17 n/r 80 7CDL 10.0 i Rep Stress Incr NO WEI 0'.23 Horz(TL 001 16 Na Na BCLL 0.0 Vert(TL) , BCDL 100 Code IBC2003/TP12002 (matrix) Weight:133 lb ----BC 0'0 tMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-"oc purlins. GOT CHORD 2 X A SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-"oc bracing. OTHERS 2 X 4 SPF Stud*ExcWr WEBS 1 Raw at midpt 9-23,8-24,11122 ST6,ST5,ST7:2 X 4 SPF No.2 REACTIONS (lb/size) 2=230124-0-0,23--173124-0-0,24=219124-0-0,25=220/244)-0,26=220124-",27=2221244)-0,28=212/24-0-0,22=219/24-0-0,21=220124-",20=220124-0.0,19=222/24-" 18-21224-0-0,18--23024-" Max Horz2=308(LC 7) Max UpIfft2---114(LC 8).24=4WLC 8),25--4WLC 8),26--78(LC 8),27=-85(LC 8),28---67(LC 8),22---84(LC 9),21=-87(LC 9),20=-78(LC 9),19=-86(l C 9).18--65(l C 9).16--131(L C,7) Max Grav2=299(LC 2),23--219(LC 9),24=300(LC 2),25=28B(LC 2),26--290(LC 2),27=293(LC 2),28=278(LC 2),22=300(LC 3),21=288(LC 3),20=290(LC 3),1 9=293(LC 3),1 8=278(1-c 3), 16=299(LC 3) �FORCES (lb)-Ma)dmLxn Compression/Maximum Tension TOPCHORD 1-2=0/97,2-3=-307/177.3-4=-238/156,4-5=-232/167,5-6-1751165,6-7-11 Vie,1,7 F-11 r'71�'7 1:1,-14=-138174,14-15=-145/62,15-16=-221/82,16-1e=0;97 BUT CHORD 2-28=-391265,27-28=-39/265,26-27=-39/265,25-26=-39/265,24-25=-39/265,23-24-:9/'265,2223 1 WEBS 9-23=-277M,8-24=280/116,7-25---2481153,6-26---260/141,5-27=-251/146,3-28=-244/137, c7-22=-260 NOTES forrps ei MVVFRS for reactions shown,Lumbor DC)L=;no p-,,:g:qp; ,21 iruss designed for Wind luaus in the plane oldie truss only. r-01 sluus exposed to winu(viol mw ko il ia iauu,see Wi uK 4)Unbalanced snow ads have been considered for this dvs jc 5)This truss has been desioned for Qnaater of min roof .......... ........... .............. 7':All plan..,are 2x4 h.1,T20 unloss,otho,,wmc inoic�ntco LU.I_ a'--u-;G.' 15,18,and"G. 11)This buss is designed in accordance with the 2003 IrAernational Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Job Truss iTruss Type --- -- - - Qty - T Ply lJob.var Created in MBA 080800406 T02 iCOMMON i Universal Forest Products,Belchertown,MA.01007 7.050 s May 22 2008 M7ek Industries,Inc.Tue Aug 05 7309:45 2008 Page 1� 1-0-0 6-1-15 12-0-0 17-10-1 24-0-0 1-0-0 6-1-15 5-10-1 5-10-1 6-1-15 1-0-0 �_ sm.vr•, I s i IOMF12 z<.� � - // zx.;i i i/ � � � w•� , / \ 2 B r / 12 11 ` 9x1 3x4=- J 8-1-s 15-10-11 —_ 24-0-0 8-1-5 7-9-6 8-1-5 Plate Offsets�X Y�LO 8 7 6-1 6 5 0 3 O,Edge}[B 6-8 7 01 6, LOADING(psf) SPACING 2-0-0 CSI DEFL n (loo) I/deft L/d PLATES GRIP I TCLL 350 Plates Increase 1 15 TC 0 86 Vert(LL) -0.17 2 12 >999 240 MT20 197/144 (Ground Snow 50.0) ! Lumber Increase 1.15 1 BC 0.68 - Vert(TL) 029 2.12 >971 180 TCOL BOLL 00 10.0 Rep Stress Ina YES I WB 0.56 Horz(TL) 0.05 8 n/a Na Code ISC20037PI2002 -..-. t (Matnx) Wind(LL) 009 2-12 >999 360 .- Weght:102 lb BCDL 10.0-- —_-1 -_---_-- LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 3-49 oc purtins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2-Except- W1,W4:2 X 4 SPF Stud I REACTIONS(I)&-) 2=1407/0.3-8,8=1407/0-" Max Horz.2=308(LC 6) Max UpIM---171(LC 8),8=-171(LC 9) Max Grav2=1554(LC 2),8=1554(LC 3) i FORCES (lb)-Maximum Compres V;,s- `,TOPCHORD 1-2=0/102,2-3=-179214°.6,34 brit. 4',=i=� BOT CHORD 2-1 2=-1 5711 1 95,11-12=-30!784, WEBS 3-12=-643/349,5-12--273/R--' ., - 11 g ,,..1,..,of min goof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live Jj C:.c r.,;i uN.:�„.,...,.y i I�w .:.ai:..;.sc,;. ;•� ce.::,,c.. ,;.;:.,.s:.,;.,.::. y..:.:s,a.,.,..,ur::a.�:`.:�� - 4 i I Job truss JTrim Type Oty Ply- Job.var Created in MBA I j08080040B *10E GABLE t 1 I I _� _ _ Universal Forest Products,Belchertown,MA.01007 - -- 7.050 s May 22 2008 MiTek Industries,Inc.. Aug 05 13:09:45 2008 Page-1 7-2-8 —_ 14-5-0 15-5-0 1-0-0 7-2-8 4.4 7-2-8 1-0-0 5�11a:1:30.� e�� /!1_ i s \ 5T. 4 T T31 6T21 STG \ I B / T --- - __ E - -- T 3x4— 14-5-0 14-5-0 Plate_Offsets CX.Y)j2 0-2-1.0-1-8 100-2-i 0-1 - - -- - -= - - -- LOADING(psf) - ) - - TCLL 35.0 SPACING 2-0-0 CSI DEFL i1 (toe) Udefl Ltd PLATES GRIP (Ground Snow=50.0) Plates Increase 1.15 TC 0.23 Vert(LL) -0.01 11 n!r 180 MT20 197!144 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.Ot 11 rUr 8(l TCDL 10.0 Rep Stress Incr NO WB 0.11 I Horz(TL) C OC 10 „e BCDL 10.0 I'; Code ISC2003fTP12002 1 (Matrix) I --I Weight ;iU 1 - ---- - -- - -- LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheatl BOT CHORD 2 X 4 SPF W2 BOT CHORD eigly auu REACTIONS (lb/size) 2=206/14-5-0,10=206/145-0,15=188/14-5-0,16=215/14-5-0,17=233/14-5-0,18=145/145-0,14-215/14-5-0,13=233!14-5-0,12=145/14-5-C Max Horz2=185(LC 7) ivin uNi ilc uv���.'vj, v-�'�t�.. j = YIJi.�)• r J�,LC 3 _ u FORCES lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0197,2 3=-184!112,3-4=-1311104,4-5=-115/102 5-6='2Ct182.6-7=-120/182,7-8=115,185,8-11 C-,q, q VI -BOT CHORD 2-18=-191177,17-18=191177,16-17=-19/177,15_-16=-191177,14 1E, 19!17j 12 1' ru!1TF6 1)Wind:ASCE 7-02;100mph;TCDL=5.Opsf,BCDL=5.Opsf,h=24ft;Cat.II;Exp C;enclosed,MWFRS(low-rise)and C-C Exterior(2)zone,C-C for members and •iii i:e5 w WrVi I:J Icui.uu11S-1 uWl LT­ leads tiv� 1 Nlaic ylly vj ,as ucc y y v n Ivv � ,�.v Nor v c.vv„1 ca 1 you�,..•.v Nat�, vvc„ul ya v ..��.,,c .ru �.,c, c leads trio 111151 hflS hP 1 r/P4 n-0Tyr a 10,,­1 nopam er 1 Imo Ivan nnnrnnrr.Frpni,Mrlh anv[Nhar In)p inatl4 >r3,,.... U w. 1u)une H4 tompson strong-I le connectors recommended to connect truss to bearing walls due to Uplln at)t(s)1,1u,1b,I(,16,14,13,and 12. 11?This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard A.NSI/TPI 1 I I I. ` F Truss Truss Type iOOry Ply Jdb.var Created in 00406 T01 COMMON -- — -- 1 1 Job Reference(optional) Universal Forest Products,Betchertown,MA.01007 7.050 s May 22 2008 MiTek Industries,Inc. Tue Aug 05 13:09:44 2008 Page 1 --1-0-0 7-2-8- - --- —� -- 14-5-0 - ---- -T� 1-0-0 7-2-8 7-2-8 1-0-0 Srab=131. 6x8-- 3 i j \ I t0.L011� Vit I i 5 a4 11 7-2-8 14-5-0 7-2-8 7-2-8 TOCA�DING(P�1350 SPACING 2-0-0 CSI 1 DEFL in (IOC) I/deft L/d PLATES GRIP Plates Increase 1.15 TC 0.97 Vert(LL) -0.17 4� >966 240 MT20 1971144 (Ground Snow-50.0 Lu nberincrease 1.15 BC 0.83 Vert(TL) -0.28 4-6 >614 180 BCLL 10.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.0 4 n/a We Code IBC2DD3/TPI2002 (Matrix) Wind(LL) 009 2-6 >9% 360 �BCDL- 101 0 - -- -- - - -- 1-- - - - LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-0-7 oc purlins SOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applieri nr 1 nn-n or txnnng WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2--880/0-3-8,4=880/0-3-8 Max Horz 2=185(LC 7) Max Up1ift2=-125(LC 8),4=-125(LC 9) Max Grav2-987(LC 2) 4_987(LC 3) iORi,ES ITOPCHORD 1-2=01102,2-3=-907(?3g,3.w-s'.Uinr;a_-. __ j BOT CHORD 2-6=-10/548,4-6=-101548 WEBS 3-6=01338 ''..NOTES w .;.0 psf(ground snow),Pf=35 0 psf(flat roof snow);Category II;Exp C,Partially Exp.,Ct=1 .. ^rad for this design. '.. 5 - film oo +,c Odd of psf or 2 00 tinnes flat mof load of w 0 psi of i ove hai gS fvi-Cvi roof-c ith othef live I � I I I t v.S+ ti r •• +" 3 11 ` tt :)$ r4CTvC�Y�SLC_Y\ ki 5� paw i 24' r_ t 4 Bedroom 1 Bedroom 2 10'-7 x 10'4 _ 9'-10" x 10'-4 t - - T-S" Shelves Bath 2 4 Laund rryy � 9'-2 x 5'-0 T-0 x 9`=� Mbath f 6'-6 x T-0 wro 660 FLORENCE RD - --- - � Second Floor 778 sq. ft. Mast®r closet Master Bedroom Ma 9'-2 x 9'-0 13'6 x 12'8 24' Dining Area Kitchen 13'-6 x 13'-0 !' 9'-2 x 10'4 3'-10" Powder Rm r� 9'-2 x 5'-0 I� c 660 FLORENCE RD 5'- ° Coats N First Floor 778 sq. ft. �-==------- 9'lox 6'-0 Living Rm 13 -6x20 -1 Porch Beam Pocket 4"x 9-1/2" i I i I CONCRETE FOUNDATION: Footing x 8" Wall T-10 0 x x 8" Slab 4" I i 660 FLORENCE RD --- -- ;� :� -- --, 4"x 8'Steel Column Basement � 30"x 30"x 12"Footing I I 778 sq. ft. -- - - I II I ' Beam Pocket - — — - — - - - 4"x9-112" i ( I i 9'-7" 14'-W 24' ROSEMUND, LLC LOT 6 - 664 FLORENCE ROAD NORTHAMPTON, MA 1,556 SQUARE FEET WITH 3 BEDROOMS & 2-1/2 BATHS ► � ■m■■ INWA mass _ 1 s. , llip-■P � No : NONE, . r E I117 t KeyBuild StructureTM 2.303r r RosemundFloranceRd-Uvel 6 8-25-08 kmBeamEngine 4.50322 9:4 Matenals Datatrase 857 2 of 2 Control: Shear DOLs: Live=100% Snow=115% Roof=125% Wind=133% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners copyright(C)i 989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. ;k -Passing is defiled es when Vre member,Aoor joist,beam or girder,shown on this drawing meets applicable design criteda for Loads,Loading Conditions,arM Spam Bled on this sheet The design must be reviewed by a quatiaed designer or design professional as d for royal.This deli aswmes odu t installation aec ordm to the manufachArm's s ecilcations. KeyBuild Structure'2.303r RosemundFloranceRd-Level 6 8-25-08 lm,BeamFargine 4.503z2 9:42am Materials Database 957 1 of Z Member Data Description:CalcB5 Member Type: Beam Application: Floor Comments: Lateral Bracing:Continuous Top Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, U240 total 1.000"max. LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 9.4 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 6' 7.00" 154 616 Live Replacement Uniform(PLF) 6' 7.00" 8' 7.50" 146 584 Live Replacement Uniform(PLF) 8' 7.50" 10' 7.00" 374 1024 Live Replacement Uniform(PLF) 10' 7.00" 13' 9.50" 225 505 Live Replacement Uniform(PLF) 13' 9.50" 19' 5.50" 390 1080 Live Replacement Uniform(PLF) 19' 5.50" 30' 5.50" 154 616 Live Point(LBS) 0' 8.25" 20 35 Snow Point(LBS) 0' 11.00" 539 1388 Live Point(LBS) 6' 5.25" 78 -91 Live Point(LBS) 8' 7.50" 553 1329 Live Point(LBS) 10' 5.25" 73 41 Live Point(LBS) 10' 5.25" 320 158 Live Point(LBS) 13' 1125" 73 41 Live Point(LBS) 13'11.25" 519 256 Live Point(LBS) 19' 5.50" 737 1980 Live Point LBS 30' 0.88" 737 1980 Live 711 8 ® 7 6 0 ® 7 6 0 ® 7 6 0 3058 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.646" 4320# 2 7' 6.875" wall N/A 4.035" 10591# 3 15' 0.875" Wall N/A 4.880" 12811# 4 22' 6.875" Wall N/A 3.492" 9165# 5 29' 8.250" wall N/A 1.941" 5096# Maximum Load Case Reactions Used for applying pobrt bads(or line bads)to carrying members Dead Live Snow 1 921# 3399# 33# 2 2826# 7765# 2# 3 3709# 9102# 0# 4 1903# 72629 0# 5 1119# 3977# 0# Design spans 7' 6.875" 7' 6.000" 7' 6.000" 7' 1.375" Product:1 3/4x91/2 Versa-Lam SP 2.0-3100 2 ply Component Member Design has Passed Design Checks.*' Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7785.'# 13958.'# 55% 19.07' Odd Spans D+L Negative Moment 88344 139584 63% 15.07' Adjacent 2 D+L Negative Unbrcd 88344 134554 65% 15.07' Adjacent 2 D+L Shear 56821 6318.# 89% 7.58' Adjacent 1 D+L TL Deflection 0.1174" 0.3750" L/766 18.82' Odd Spans D+L LL Deflection 0.1003" 0.2500" U897 18.82' Odd Spans L AN product names are trademarks of their respective owners Copyright(C)7999-2005 by Keymark Enterlsfsss,I.I.C.ALL RIGHTS RESERVED. Ch "Passing is defined as adorn the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on the sheet.The design must be reviewed by a walitied designer or design professional as re Iced for oval.This deli assumes oduct installation accordno to the manufacturer's a ecificabom. - 2ND FLOOR FRAMING PLAN ------- Joist Materials ------- Type Qty. Product Length B _-__ -------IM _ Rl 1 9.5" RIM BOARD 23' 9-3/4" R2 3 v v 16' 0" \ �r� Total length: 71' 9-3/9" J1 4 9-1/2" AJS 20 MSR 24' 0" J2 2 v v 22' 0" i J3 19 v v 6. 0" J9 12 v v 10' 0'• J5 1 v v 6' 0" Total length: 602' 0" G1 2 1 3/9x9 1/2 Versa-Lam 5F 2.0-3 12' 0" G2 1 v v 10' 0" L fl IT h",'Les ' t-.._.. -4Fpc_z_ -- _— _— G3 2 v v 3' 0"" _ G4 1 v v 9' 0 Total length: 59' 0" RXX (R/L) 9.5" RIM BOARD _. RXX (R/L) v v 16 0" -- _ Total length: 55' 0" _ RXX (R/L) 9-1/2" AJS 20 MSR 37' 0" - - - - Total length: 37' 0" -- -� ------ Blocking Materials ------- Type__ Qty. Product Length __-_ ---- ------- ------ Ftyp 4 9-1/2" AJS 20 MSR 1' 1-1/2" F2 I v v 0' 7-3/9" -- F3 1 v v 0' 6-3/9° Ftyp 1 v v 0' 5-1/2" - - '- Total length: 6' 2" All product names are trademarks of their respective owners This layout has be.n created using the information from the plan provided, and/or verbal information t from the general contractor. Rugg Building Solutions assumes no responsibility for this layout if altered during construction or any of the structural members shown are not supplied by Rugg Building Solutions `r t', It is the responsibility of the building contractor / owner to install and / or oversee the installation of all the engineered wood components to assure compliance with the manufacturers specifications.If any ,J -1d^'.2: changes are made to this project after the completion of our layout contact Rugg Building Solutions immediately Da Nat �. 1ST FLOOR FRAMING PLAN 2 PLY CARRYING BEAM OPTION s da'rr�t A PEI AIL C __ -- --- Joist Materials ------- ✓ mica 19 d La,'-' � V _ - �L.._._ _ Type Qty. Product Length ____ ___ __ ------ R1 1 9.5" RIM BOARD 23' 9-3/9" R2 3 v v Total length: 71' 9-314" < 1 V J1 17 9-1/2"AJS 20 MS 24' 0" P. 1 24' 0' J2 3 22' 0" J3 5 16 0" v v Total length: 594' 0" �, ✓� -- j G1 2 1 3/4x9 1/2 Versa Lam SP 2.0-3 10' 0" G2 I G3 1 v v 4' 0" Total length: 31'. 0:: to As.2�101 W tr 50 '- RXX (R/L) 9.5" RIM BOARD 240" RXX (R/L) v 16' 0" j�... Total length: 40' 0" RXX (R/L) 9-1/2" AJS 20 MSR 11' 0" Total length: 11' 0" q st.pport h— - ------- Post 4 Beam Material ------- ' Type qty. Product Length ______ ____ __-____ ______ B1 2 1 3/4x9 1/2 Versa-Lam SP 2.0-3 30' 0" Total length: 60' 0" _ r-- ___ - `-'— '-- Blocking Materials ------- ma Type Qty. Product Length Ftyp 17 9-1/2" AJS 0 MSR 1' 1-1/2" F2 1 v 1' 1-1/4" v F3 1 v v 0'11-1/8" -. _ '... F4 1 v v 0. 6-3/4" F5 1 v v 0' S" -- Total length: 22' 1-5/8" '- — All product names are trademarks of their respective owners -v I, o e.v)1 >r.r-. -F 1 t .,iry h. h pl.,e '3 d d/ t_r. N' _ paee B.,i�a��g�olsions a ap�a"ieillty, c�_ .ar a ifr ._ b ame. - red i r c rstr�c. r, r -f[Ie s uc[-ral member �upp'ied 1`lsku99 'd- 9 _:bir:t/of thFabur'd:ny c ' r /c. a vE a'1 N�y'r �np"-r onPr salt.��y. lon .a_ges a_e e t_i,pr.Ject a r_ire..oupl -i- f ear la✓—cent of R-4 du�1 .p,_l.rti lrvead.a_ems/ J 'Kt> � C-5 a-V-,-\ c�- p \A Vic- L V L b e ca M) ROSEMUND, LLC Lot 6-660 Florence Rd, Northampton WINDOW&DOOR SCHEDULE(revised) EXTERIOR DOOR ENTRY 3068 Thermatru CCA 230 WINDOWS Pella Proline-Low E, Ins lating Glass LOCATION SIZE STYLE QTY RO WIDTH RO HEIGHT TOTAL RO KITCHEN 2941-2 CASE 1 58.75 41.75 17.03 DINING AREA 2953 DH 1 29.75 53.75 11.10 LIVING RM 2953 DH 1 29.75 53.75 11.10 LIVING RM 3347 DH 3 33.75 47.75 33.57 POWDER RM 2935 DH 1 29.75 35.75 7.39 FOYER 2935 DH 1 29.75 35.75 7.39 *MASTF-o SR 2953 DH 1 29.75 53.75 ii.i0 jiMASTER BR 2929 FIX 3 29.75 29.75 18.44 rT ^l ^OCT 1 1)9?9 AWN 1 29.75 29.75 6.15 = DH 1 29.75 53.75 1110 ;., vi BEDROOM 1 2953 DH 2 29.75 53.75 22.21 BEDROOM 2 2953 DH 2 29.7.5_ 5'3.75 22.21 DINING AREA - Total Glazing 219.60 • .>2.k... 1�("\.].S`J..��Q Y1 �,.a!"'.-,'.���°"......�..__.._.�..,........._.._........�- "y...__._,—__.__ .. •.;3 C.�.t IVS xQVs PT µv♦T:.,X1.1 i'l.•'��}k d 4 �,. ...w.w��7y�„4" ., fir-y F ( ,t � ..,. L" rte. •4.. e >: c.-v- p yu _ r w• 24' Bedroom 1 Bedroom 2 . 10 -7 x 10 -4 9'-10" x 10'-4 C t T-5" Shelves Bath 2 Laundry ��� 9'-2 x 5'-0 C 3'-0 x 9'-5 ---�—i- — Mbath � 6'-6 x T-o F W1D I 4 660 FLORENCE RD Second Floor --- __- 778 sq. ft. _ Master Closet Master Bedroom 9'-2 x 9'-0 13'6 x 12'8 t 9'.7n 24' i ii l I? Dining Area Kitchen 13'-6 x 13'-0 9 -2 x 10'4 ('3'-10" , Pantry Powder Rm CD 9'-2 x 5'-0 860 FLORENCE RD coats First Floor 778 sq. ft. �-�== i -- -- -- ---- — - -- --- -Beam Packet 4"x 9-112" . I I, - � I - CONCRETE FOUNDATION: Footing 18"x 8" Wall 4 x 8" " ! ' Stab 4" I I I I ' o I' II I I I ` 680 FLORENCE RD - } 4"x W Steel Column Basement 30..x30"x 12"Footing �. 778 sq. ft. I I�I I I ! Beam Pocket __ __ _ _- _ _ -__ _ _. 4"x 9-112" I i I 'I I r ' F- 9'-7" 24' ROSEMUND, LLC LOT 6 - 660 FLORENCE ROAD NORTHAMPTON, MA 1,556 SQUARE FEET WITH 3 BEDROOMS & 2-1/2 BATHS i„- r� N■ Nunn ■on i ■�_ � ■■s l �` OEM : I amwon SEP 12,2008 10:40A 000-000-00000 page 6 Bk: 07976 Pg: 167 32. The Owners of the Lots may modify any portion of this Declaration by the unanimous agreement of the then current Lot Owners (with such modifications to be in writing and recorded with said Registry of Deeds) so long as such modifications do not- a. materially interfere with: (i) the on-going maintenance of Black Birch Trail and the Common Driveway in a good and passable condition. (ii) the on-going maintenance of the Sewer and Water Lines in a good and fully- functioning state, or(iii)the on-going maintenance of the Storm Water System in a good and fully-functioning state; or b. modify any provision of this Declaration which is required by the Planning Board Decision including conditions 2 and 3 of the Special Permit granted by the City of Northampton. IN WITNESS WHEREOF Tofino Associates, Inc., has caused its corporate seal to be affixed hereto and this instrument to be signed by Douglas A. Kohl, its President and Treasurer, this A day of�140� - -' 2004, TOFINO ASSOCIATES, INC.0 By Cl) Witness Dou as A Kohl Its resident and Treasurer COMMONWEALTH OF MASSACHUSETTS HAMPSHIRE COUNTY, SS. ACKNOWLEDGMENT On this day, =Qrt3�Q _ 1 , 2004, before me, the undersigned notary public, personally appeared Douglas A. Kohl, as President and Treasurer of Tofino Associates, Inc., proved to me through satisfactory evidence of identification (which was my personal knowledge as to his identity) to be the person whose name is signed on the preceding or attached document, and acknowledged to me that he/she signed it voluntarily for its stated purpose. Kimberly H. Gladding, Notary Public My commission expire A 009. 9- SEP 12,2006 10:39A 000-000-00000 page 5 SEWER AND WATER LINES 15. The Owners of Lots 1 - 7 and the CoHousing Association are hereby granted the right to use the Sewer and Water Easements and to connect to the Sewer and Water Lines; provided, however, that the CoHousing Organization shall not make more than thirty (30) separate connections to the Sewer and Water Lines. 16. If a building on one of the Lots is connected to the Sewer and/or Water Lines, the Owner of said Lot shall contribute a proportional share of the costs of inspecting, maintaining, repairing, and reconstructing the Sewer and Water Lines, including making contributions to any reserve accounts established by the CoHousing Organization. The CoHousing Organization's proportionate share shall be the said costs divided by the total number of separate connections to the Sewer and Water Lines multiplied by the number of Lot 8 and 8A separate connections which are connected to the Sewer and Water Lines. 17. The CoHousing Organization shall be responsible for managing the Sewer and Water Lines, including providing for periodic inspections, coordinating any required maintenance, repair, and reconstruction over the lifetime of the Sewer and Water Lines, and establishing any reserve accounts it reasonably determines are necessary. The CoHousing Organization shall consult with the Owners of Lots 1 - 7 prior to making any decisions to assess any funds for such inspections, maintenance, repair, and reconstruction of the Sewer and Water Lines. The Owners of Lots 1 - 7 inclusive shall be responsible to maintain any sewer and/or water service which serves their lots alone notwithstanding the above. Tofino shall have the right to install all water and sewer service in the first instance and all connections to said service for individual lots. 18. The inspection, maintenance, repair, and/or reconstruction of the Sewer and Water Lines shall forever be the Cohousing Association's private responsibility in accordance with the provisions of this Declaration; the City of Northampton shall have no obligation whatsoever with respect to the inspection, maintenance, repair, and/or reconstruction of the Sewer and Water Lines; and (c) the Cohousing Association shall indemnify and hold the City of Northampton harmless from any and all liability, expense, or cost of any kind with respect to the inspection, maintenance, repair, and/or reconstruction of the Sewer and Water Lines. STORM WATER MANAGEMENT 19. The CoHousing Organization shall be responsible for all storm water management associated with the Lots and Black Birch Trail in accordance with the Storm Water Management Plan on file with the City of Northampton Planning -5 - SEP 12,2008 10:394 000-000-00000 page 4 at all times so as to without limitation maintain it in. a good and repair, constructiond, andgre-snow reconstruction and passable condition, including Birch Trail at all times so as to maintain of an paving, (c) the maintenance, Birch Y sidewalks located within Black including without limitation them in a good and passable condition, . establishing Rules and Re deicing, snow removal sidewalks, subject , and paving; and d above, 9 the sAeed and use of said Black and/or in a Grant of Multi Use Trail Easement and Y rights established in Paragraph �, recorded hereafter at the Hampshire Count Water Easement, to be y Registry of Deeds. 10. The Cohousin g Organization shall be solely responsible for the Of the initial installation of the "Common Driveway") Common Drivewa costs Easement." Y ) to be installed in the Y Serving Lots 1 - 5 (the said "Proposed Access and Utility and reconstructed- he Common alb ti Driveway b y shall be maintained, r . and passable condition Y the Owners of Lots 1 - '5 constructed, deicing, , including without limitation r 5 sli as to be in a 9. and grading; and an graveling. good constructed and maintained y grade of the said Co g, snow removal,be Owners of with a surface of bituminous concrete.Driveway shall id however, Lots 1 - 5 shall contribute one fifth (1/5) t that a Lot Owner shall be Each of said after a foundation for a home has been ) he said costs obligated to contribute to such costs(only 12, The n installed on the Lot, review the condition eof°f Lots 1 - 5 shall meet a minimum of once each Year to when, to what extent, Common Driveway. and other work n tht, Cand ommon in what t manner, The Owners shall determine a determined b eway shall be conducteda�ll reconstruction, Y a majority vote on a one-vote- All decisions shall 13. if an Per-Lot basis. di in Y of the Owners of Lots 1 _ gg g up the said Common 8A has work done which necessitates benefit of said Lot Owner, then id Lot Owner Driveway and/or s Black Birch Trail for the sole the Common Driveway r shall be responsible Paying for the cost thereof, Black Birch Trail to its Oginaonditionrni and 14. Black Birch Trail and the Common sidewalks) and Black easements granted herein Owners mon Driveway (and an covered by this Declaration shall remain y related Northampton take over the shall not private and the Lot Common Driveway maintenance of Black Birch Trail and/or the it said layout Black Birch y or other easements Y of Trail and/or the Common any related sidewalks) and- 5 shall only be accessed b mon Drivewa The Lot Owners shall not install a Black Birch Trail and the Common Lots 1 - 5 Trail. gate to prevent Driveway. Public access to Black Birch -a . SEP 12,2008 10:39A 000-000-00000 page 3 repairing,.replacing and maintaining utilities including sewer, water, electricity, telecommunication equipment, and any other such utilities. All such utilities shall be installed below ground. The Owner of Lot 7 shall be responsible for returning the easement area to the condition it was in prior to any maintenance, repair or replacement and shall hold the owners of the lots harmless from any damages as a result of such repair, maintenance or installation or use of such easement. 4. The Owners of Lots 1 - 6 are hereby granted an easement over "Easement 5-1" and "20' Wide Utility Easement 8-2" as shown on the Subdivision Plan for storm drainage and common foundation drainage including the installation, repair, maintenance, and replacing all storm drainage facilities, including pipes, catchbasins, drainage outfalls and retention or detention basins or swales. COMMON FOUNDATION DRAIN 5. Tofino shall be responsible for installing a common foundation drain to serve Lots 1 - 6 (the "Common Foundation Drain") and hereby grants to the Owners of Lots 1 - 6 an easement to use and the right to connect to the Common Foundation Drain, if the Owner wishes to, for the benefit of the Owner's Lot. 6. The Common Foundation Drain shall be maintained, repaired, constructed, and reconstructed at all times by the Owners of Lots 1 - 6 so as to be in a high-functioning working order. Each of said Owners of Lots 1 - 6 shall contribute one sixth (1/6) of the said costs; provided, however, that a Lot Owner shall be obligated to contribute to such costs only after a foundation for a home has been installed on the Lot and the drainage for that foundation has been connected to the Common Foundation Drain. 7. The Owners of Lots 1 - 6 shall determine when, to what extent, and in what manner, maintenance, repairs, reconstruction, and other work on the Common Foundation Drain shall be conducted. All decisions shall be determined by a majority vote of the Lots actually connected on a one-vote-per- Lot basis. 8. If any of the Owners of Lots 1 - 6 has work done which necessitates digging up the said Common Foundation Drain for the sole benefit of said Lot Owner, then said Lot Owner shall be responsible for returning the Common Foundation Drain to its original condition and paying for the cost thereof. BLACK BIRCH TRAIL AND COMMON DRIVEWAY 9, The CoHousing Organization shall be solely responsible for: (a) the costs of the initial installation and construction of Black Birch Trail within the said "Right-of-Way Parcel", as approved by the City of Northampton Planning Board, (b) the maintenance, repair, construction, and reconstruction of Black Birch Trail -3 - SEP 12,2008 10:39A 000-000-00000 page 2 WHEREAS the Lots and Black Birch Trail are subject to a Decision of the Northampton Planning Board, dated October 29, 2003, and recorded with said Registry of Deeds at Book -&7[p, Page 153 (the "Planning Board Decision"), and WHEREAS Tofino wishes to establish access rights for Lots 1 - 5, to provide for the on-going maintenance and repair of Black Birch Trail and the Common Driveway serving Lots 1- 5, to establish rights to the Sewer and Water Easements and the Sewer and Water Lines, to provide for the on-going maintenance and repair of the Sewer and Water Lines, to establish utility and other easements to meet the requirements of the Planning Board Decision, and to establish other restrictions, covenants, rights, and obligations affecting the Lots; NOW, THEREFORE, Tofino does hereby declare that the following provisions shall encumber and/or benefit the Lots, Black Birch Trail, the Sewer and Water Easements, and the Sewer and Water Lines: EASEMENTS 1. The Owners of Lots 1 - 5, respectively, are hereby granted a non- exclusive easement (in common with the Grantor, its successors and assigns, and the CoHousing Organization, its successors and assigns) over (a) Black Birch Trail and (b) "Easement Areas 2-1, 3-1, and 4-1" (which together comprise the "Proposed Access and Utility Easement," as shown on the Subdivision Plan), between Florence Road and either end of the said Proposed Access and Utility Easement;" to pass and repass for residential purposes related to the use of each of the said Lots; that is, for ingress and egress, by vehicle and by foot, by the respective Owner of each Lot, and by said Owner's agents, contractors, subcontractors, invitees, guests, and business visitors; and for the purpose of installing, repairing, replacing, and maintaining utilities, including sewer, water, storm drainage, electricity, telecommunications equipment, and any other such utilities. All such utilities shall be installed below ground. 2. The Owners of Lot 6 are granted an easement over "20', Wide Utility Easement 2-2" shown on said plan for the purpose of installing, repairing, replacing and maintaining utilities, including sewer, water, storm drainage, electricity, telecommunication equipment and any other such utilities. All such utilities shall be' installed below ground. The Owner of Lot 6 shall be responsible for returning the easement area to the condition it was in prior to any maintenance, repair or replacement of such easement and shall hold the owners of the lots on which such easement exist harmless from any damages in connection with the use, maintenance, repair or replacement of such easement. 3. The Owners of Lot 7 are hereby granted an easement over "20' Wide Utility Easement 8-1° as shown on said plan for the purpose of installing, .2. SEP 12,2008 10:381 ,l`I 000-000-00000 ` Page 1 Bk:7976Pg:16G Pegs: 1 01 12 Recorded: 09102/2004 09:59 AM DECLARATION OF COVENANTS AND RESTRICTIONS, EASEMENTS, AND C'. MAINTENANCE AGREEMENTS This Declaration is made this S day of 2004, by Tofino Associates, Inc. ("Tofino"). -Tofino is the owner of L is 1 - 8A (collectively, the "Lots") and the "Right-of-Way Parcel" (a private subdivision road hereinafter referred to as "Black Birch Trail"), all as shown on a plan of land entitled "Definitive Subdivision Rocky Hill Co-Housing, Northampton, Massachusetts, Prepared for Tofino Associates, Inc.", dated July 14, 2003, Rev. August 7, 2003, Rev. Sept. 25, 2003, Rev. Oct. 9, 2003, Planning Board Set July 20, 2004, and recorded with the Hampshire County Registry of Deeds at Plan Book Pages �_ (the "Subdivision Plan"). For Tofino's ownership of the premises, see the following deeds: (a) from Suzanne Douville, Marie Orzel, and Michael Orzel to Tofino Associates, Inc., dated December 27, 2000, and recorded with said Registry at Book 6097, Page 217; (b) from Corbin Chicoine and Jessica Chicoine to Tofino Associates, Inc., dated July 30, 2001, and recorded with said Registry at Book 6307, Page 283: (c) from Mary E. Cove to Tofino Associates, Inc., dated November 10, 2001, and recorded with said Registry at Book 6450, Page 92; and (d) from Joseph Singler and Amalia P. Singler to Tofino Associates, Inc., dated August 7, 2003, and recorded with said Registry at Book 7382, Page 134. Tofino is also the owner of sewer and water easements granted in the following instruments: an Agreement and Assignment of Sewer Easements, dated October 21, 2001, and recorded with said Registry at Book 7084, Page 175; and an Agreement and Grant of Water Easement, dated September 13, 2002, and recorded with said Registry at Book 7084, Page 182 (the "Sewer and Water Easements") as amended or modified by agreement dated July 22, 2004 and recorded as aforesaid in Book 7913, Page 250, and as further amended or modified from time to time. WHEREAS Tofino intends to install an 8" sewer line and an 8" water line in the locations shown on Sheets'L1, L2, L3 and L4 of the Subdivision Plans approved by the City of Northampton Planning Board for Rocky Hill CoHousing (the "Sewer and Water Lines") for the brrnefit of the Lots; WHEREAS Tofino intends to convey the said Lots 8 and 8A and Black Birch Trail to a CoHousing organization (the "CoHousing Organization") to be used for the development of a CoHousing community and to separately convey the said Lots 1 - 7 to be used for the construction of single-family homes; and - t - 24-0-0 T i j C? C? C) TO�GE TO 9 T01 GE 14-6-0 9-7-0 job- 0808-00408 - ---- - T02GE -- - ----- GABLEy� ---- ---- ------- -_�a�.. %y---11.1 b Reference(op_tloniq --- Universal Forest Products,Belchertown,MA.01007 7.050 S May 22 2008 MiTek Industries,inc.Tue Aug 05 19:09:47 2�Page i� -- --- -----12-0-0-- -----------+ --- --- - 24-0-0-- - 6-0-0 1-0-0 12-0-0 12-0-0 1-0-0 lo 9 ,0.00 12 7 \ it Te 12 / �\ T T, \\ 1 3x1, 1 17 x8 11 5 = 3x,\�`dd 24-0-0 24-0-0 Plate Off sets(X,Y). 0 2 i-aia8j,L6:az=�aisu2i;0-3-o,o-ate ----- --_--- LDADtNQ(psf) SPACING 2-0-0 1 CSI DEFL n (loc) Iltlefl Ud PLATES GRIP (Gro 35.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0 01 17 n/r 180 MT20 1971144 CDLnd Snow=000) Lumber Increase 1.15 Be 0.10 Vart(TL) -0.01 17 ntr 80 i BCD 0.0 Rep Stress Irma NO WB 0.23 HOrz(TL) 0.01 16 n/a n/a BCLL 10.0 Code IBC20031TPI2002 (Matrix) Weight:133 lb LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 64W oc pudins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud-Except- WEBS 1 Row at midpt 9-23,8-24,10-22 ST8,ST5,ST7:2 X 4 SPF NO.2 REACTIONS (IbWe) 2-23024-",23=17324-0-0,24=21924-0-0,25=22024-",26=220240-0,27=22224-0-0,28=21224-0-0,22=21924-0-0,21=22024-0-0,20=22024-0-0,19=22224-0-0, 18=21224-0-0,16=23024-0-0 Max Horz2=3W(LC 7) Max Upli02=-114(LC 6),24=-88(LC 8),25=-85(LC 8),26--78(LC 8),27=-85(LC 8),28=-67(LC 8),22=-64(LC 9),21=-87(LC 9),20=-78(LC 9),19=-W(LC 9),18=-65(LC 9),16=51(LC 7) Max Grav2=299(1-C 2),23=219(LC 9),24=300(LC 2),25=288(LC 2),26=290(LC 2),27=293(LC 2),28=278(LC 2),22=300(LC 3),21=288(LC 3),20=290(LC 3),19=293(LC 3),18=278(LC 3), 16=299(LC 3) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0197,2-3=-307/177,3.4=-238/156,45=-232/167,5.8=-1751165,6-7=111/161,7.8--110/213,8-9=-116/300,9-1 0=-1 1 613 0 0,10-11=-110213,11-12-111/103,12-13=-111!71, 13-14=-138!74,1415=-145/62,15.16=-22182,16-17=0/97 BOT CHORD 2-28=39265,27-28=-39/265,26-27=-39265,25-26=-39265,24-25=39265,23-24=-3g265,22-23=-39265,21-22=39265,20-21=-39265,19-20--3W85,18-19=-39/265,16-18=-39265 WEBS 9-23=-277)0,8-24=-260/116,7-25---248/153,646=-250/141.5-27=-2511146,3.28=-244/137,10-22=-2601116,11-21=-248/153,12-20--250/141,13-19x251/146,15-18=-244/137 NOTES 1)Wind:ASCE 7-02;100mph;TCDL=5.Dpsf;BCDL=S.Opsf;h-24ft;Cat.ll;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;C-C for members and forces 6 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detail" 3)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow);Pf=35.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live i loads. 6)This truss has been designed for a 10-0 psf bottom chord live load nonconcurrera with any other live loads. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2.0-0 oc. 10)One H4 Simpson Strang-Tie connectors recommended to conned truss to bearing wails due to uplift at jt(s)2,24,25,26,27,28,22,21,20,19,18,and 16. 11)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard I I I I i , Job Truss 6ty Ply- -ijob.var Created in MM �080BOD408 T02AGE GABLE I I I Job Ream. tionol) Universal Forest Products,Belchertown,MA.01007 7.050 s May 22 20M MITek Industri".Inc.Tus Aug 05 13:Dg:46 2008 POP 1 Tj_O-_ 12-0-0 24-0-0 25-0-0 1-0-0 12-0-0 14, 12-0-0 ftw 10 10110 12 7 12 II Ts T 13 3 4 &4 1, T ,I i 14 15 W4 24-0-0 24-0-0 u-1-8, if:0.2-1 'PACING se 21 CSI DEFL in Qoc) I/defi Ud PLATES GRIP Plates Increa 15 TC 0.23 Vert(LL) -0.01 17 MT20 197/144 (Ground Snow--50.0) Lumber Increase 1.15 BC 0:10 Vert(TL) -0.01 17 Mr 18800 TCDL 10,13 BCLL 010 Rep Stress Wier NO WB 0.23 Horz(TL) 0.01 16 1 0.0 1 Code IBC2003rrPI2002 (Matrix) Weight:133 lb BCDL I LOADING(Pat) TCLL 35.0 �LUMBER BRACING TOP CHORD 2 X 4 SPF N0.2 TOP CHORD Sheathed or 6-0-0 oc purfins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud-Excepr WEBS I Row at midpt 9-23,8-24,10-22 ST6,ST5,ST7:2 X 4 SPF N0.2 REACTIONS Obtsize) 2=230124-0-0,23--173f24-0-0,24=219124-0-0,26--220/24-0-0,26--220/24-",27=222124-0-0.28--212/24-0-0,22--219/24-0-0,21=220/24.0-0,20=220124-0-0,19=-222124-0-0, 18=212124-0",18=230124-0-0 Max H=2,308(LC 7) Max Upfift2-114(LC 6),24=-68(LC 8),25-85(1-C 8),26=-78(LC 8),27=-85(LC 8),28---67(LC 8),22-64(1-C 9),21=-87(LC 9),20---78(LC 9),19---86(LC 9),118=-66(1-C 9),16--51(LC 7) Max Grov2=299(LC 2),23=219(LC 9),24-300(LC 2),26=288(LC 2),26=290(LC 2).27=293(LC 2),28=275(LC 2),22-300(LC 3),21=288(LC 3),20=290(LC 3),1 9=293(LC 3).1 8=278(LC 3), 16--29%LC 3) FORCES (lb)-Maximum Compression/M"mum Tension TOP CHORD 1-2-0/97,23=-3071177,3-4=-2381I56.4-5---2321167,5-6=-175/165,6-7=-I11/161.7-8=-1101213,8-9=.I160300,9-10=-I180300,1D-11--1101213,11-12=-111/103,12-13=-111171, 13-14=-138/74,14-15--146162,15-16--221/82,16-17-0/97 BOT CHORD 2-28-394265,27-28=.39/265,26-27=.391265,25-26=304155,24-25=-39/265,23-24-39/265.22-23-39Q(55,21-22--39265,20-21=-39265.19-20-39265,18-19=-391266 16-18--391265 WEBS 9.23=-277)0,8-24=.260/116,7-25=-2481163,6-26---250/141,5-27=-251/146,3-28--2441137,10-22=-260/116,11-21=-248/153,12-20=-2601141,13-19-2511/148,15-1 8=-2 4111 37 NOTES 1)Wind:ASCE 7-02;1 DDrnph;TCDL-5-Opsf;BCDL=5.Opsf,h=24ft;Cal.11;Exp C,enclosed;MWFRS(low-rise)and C-C Exterior(2)ZOnO,C-C for members and forces&MV%FRS for reactions shown-Lumber DOL--11.60 plate grip DOL=1.33 2)Truss designed for wind loads in the piano of the truss only. For studs,exposed to wind(normal to the face),see MiTek"Standard Goble End Detail" 3)TCLL:ASCE 7-02;Pg--50.0 psf(ground snow);Pf--35.0 PSI(flat roof Snow),Category 11;Exp C;Partially Exp.;Ct--I 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 160 psf or 2.00 times ft roof load of 36.0 psf on overhangs non-concurrent with other live loads. 6)This".has been designed for a 10.0 psf bottom chord five load nonconcumont with any other live loads. 7)All plates are 2x4 MT20 unless,otherwise indicated. 8)Goble requires continuous bottom chord bearing. 9)Gable Stud$spaced at 2-0-0 oc. 10)One H4 Simpson Strong Tie connectors recommended to connect truss to bearing walls due to uplift at igs)2,24,25,26,27,28,22,21,20,19,18,and 16. 11)This truss is designed In accordance with the 2003 International Building Code section 2306,11 and referenced standard ANSI1rP1 1. LOAD CASES)Standard -------------- - — ---- ---- '- - n MJob This, - - Truss Type Ply ob.V.Created iBA 03080040B T02 COMMON , �_— - Job Universal Products,Brtown,MA.01007 7.050 s May 22 2008 Mfek Industries,Inc.Tue Aug 0513:09-.4 01)6 Page-1� 6-1-15 17-10-1 24-0-0 �5�- - 1-0-0 6-1-15 5-10-1 4.0 5-10-1 6-1-15 1-0-0 Z 314- N4 2x4 8 12 10 U1 J _84-5_ —-----15-10-11 24-0-0 8-1-5 7-9-6 8-1-5 PVets Offselis(X,Y)�j2.0 e 7 0-1 LOADING(pst) TOLL 35.0 SPACING 24W CSI DEFIL In (toc) I/defl Ud PLATES GRIP Plates increase 115 TC 0.86 Vert(LL) -D.11 2-12 499 240 1 MT20 1971144 (Ground Snow=50.0) Lumber Increase 11"15 BC 0.68 Vert(TL) -0.29 2-12 >971 180 TCDL 10.0 Rep Stress Incr WB 0.66 1 Horz(TL) 0.05 8 Ma We BCLL 0.0 BCDL Code IBC2003fT (matrix) Wnd(LL) 0.09 2-12 >999 380 weight 102 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathedor 3-4-9 oc pudins. - --L BOT CHORD 2 X 4 SPF No-2 BOT CHORD Rigid caging directly applied or 10-"oc bracing. WEBS 2 X 4 SPF No.2*Excepr W1.W4:2 X 4 SPF Stud REACTIONS (lb/size) 2--1407X)-3-8,8=1407)D-3-8 Max Horz2---308(LC 6) Max Uplh'Q=-1 71(LC 8),8-171(LC 9) Max Grav2=1554(LC 2),8=1554(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=01102,2-3=-1792/436.3-4--1516/554,4-5=-1$15/588.5-6=13151588,6-7--151&554,7-8=-1792/438,8-9=01102 BOT CHORD 2-12=-157/1195,11-12=-W/784,10-11=-301784.8.10=-139/1195 WEBS 3-12--643/349,5-12--2731844,5-10-273/844,7-10--643/349 NOTES 1)Wind:ASCE 7-02;100mph;TCDL=5.Opsf;BCDL=5.Opsf,,h=24ft Cat.11-1 Exp C,enclosed:MWFRS(low-rise)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1-33 2)TCLL:ASCE 7-02'Pg=50.0 psf(ground snow);Pf--35.0 psf(flat roof snow);Category If:Exp C;Partially Exp.-Ct--1 3)Unbalanced arrow loads have been considered for this design. 4)This truss has been designed for greater of min mof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This 6sri has been designed for a 10.0 psf bottom chord live load nonooneun-ent with any other live loads. 6)One H4 Simpson Strong-Tie connectors recommended to connect"s to bearing wags due to uplift at jqs)2 and 8. 7)This trims Is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S)Standard Truss —j[Ply J-06-mer Created in--M—BA ------ T-'. T B T01GE GABLE Job Reference 'on Universal Forost Products,Beichertavn,MA.01007 - 7.050 s al,....... May 22 Page 2D08 MiT*k Industries,Inc. Tua Aug 13:09:45 7ZXW 0 7-2-8 14-5-0 116-5-01 1-0-0 7-2-8 7-2-8 1-0-0 S..i. 1.3D.5i 04, Z ST4 Z T3 F" 3 2� ------- 3.4 14-5-0 L Plate onsets(X Y):j2 0:1jt 10:0 I- LOADING(p TCLL SPACING 2-" CS1 DEFL in (loc) Well Ud PLATES GRIP 35.0 Plates Increase " , TC 0.23 Vert(LL) -0,01 11 n/r 180 MT20 197/144 (Ground Snow=50.0) Lumber Increase 11,5 BC 0.10 Vert(TL) -0.01 11 nft so TCOL 10.0 Rep Stress Ina NO VVB 0.11 Horz(TL) 0.00 10 n/a We BCLL 0.0 Code IBC2003rrF (Matrix) Weight:65 lb BCDL LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-"oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2-206/14-5-0, 17=233/145-0,18--145)14-6-0,14-215114-5-0,13=233/14-5-0,12=145/14-5-0 Max Horz2--185(LC 7) Max Uplift2--66(LC 6),10--49(LC 7),16---74(LC 8),17=4"LC 8),18=-48(LC 7),14---72(LC 9),13=-91(LC 9),12-46(LC 6) Max Grav2--265(LC 2),10=265(LC,3),15=*8(LC 1),16-296(LC 2),17-305(LC 2),18--189(LC 2),14=296(LC 3),13-306(LC 3),12=189(LC 3) FORCES (lb)-Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/97,2-3=-184!112,3-4=-131/104,4-5=-116/102,5-6---120/182,6-7--120/182.7-8=-115M5,8-9=-109/61.9-10=-129/57,10-li."7 BOT CHORD 2*18-'19/177,17-18--19/177,16-17=-19/177,15-16=-191177,14-16=-19/177,13-14-19/177,12-13---19/177,10-12=-191177 WEBS 6-15=-135)0,5-18=-258/132,4-17=-2591160,3-18=-188/106,7-14=-2561132,8-13=-259/160,9-12=-1881106 iNOTES 1) -A'S CE 7-02.100mph;TCDL=5.Opsf,BCDL=S.Opsf,h--24f Cat 11;Exp C;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone;C-C for members and =s&MWFRSfor reactions shown;Lumber DOL--1.60 plate grip DOL=1.33 2)Truss designed r wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see MiTek"Standard Gable End Detair 3)TCL -1 L SCE 7 ; L.-A 22 Pg=60.0 pef(ground snow);pf--35.o psf(flat roof snow);Category 11 Exp C;Partially Exp.;Ct- Ulanced snow loads how been considered for this design. '5)T truss has been designed for greater of min roof live load of 16.0 pef or 2.00 times flat roof load of 35.0 psi on overhangs non-concurrent with other live loads. 6)This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any offw live loads. 7)All plates are 20 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing- 9)Gable studs spaced at 240-0 oc- 10)One H4 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s)2,10,16,17,18,14,13,and 12. 11)This truss is designed in accordance with the 2003 Intemational Building Code section 2306.1 and referenced standard ANSIfrPl 1. LOAD CASES)Standard Job Tru.1111 - ---- -- ss Type qty Ply Tjob.var Created in MBA 080800408 Tol iCOMMON Job Reference(optional) UnWersal Forest Products,—Behda.,hAA­0166T----- 7.D50 9 May 22 2008 MiTek Industries,Inc.—f6e Aug 65-13:09:44 2008 Pap I -1--0--0-4 17-2-8-- 14-5-0 15-5-0 1-0-0 7-2-8 7-2-8 1-0-0 3 10.00{1Z Vit Z X 7-2-8____ 146-0 7-2-8 7-2-8_ Plate Offsets tXY)_j2:0-1-3,Edgel,14:0-1-3,Ed - T A (p 35.0 —----- LO DING st) SPACING 2-0-0 CSI DEFL in 0oc) Well L/d PLATES GRIP CLL (Ground Snow--50.0) Plates Increase 1.15 TC 0,97 Vart(U-) -0.17 4-6 >986 240 MT20 197/1" TCOL 16.0 Lumber Increase 1.15 C ' 3 Vert(TL) -0.28 4-6 >614 180 BCLL Rep Suess Incr YES V13 Horz(TL) 0.01 4 n/a n1a BCDL Code IBC2003fTP12002 (Matrix) Wind(LL) 0.09 2-66 >9W 360 Waigft.48 lb ---------------- LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 3-0-7 Gc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. mes 2 X 4 SPF Stud REACTIONS (lb/size) 2=8800-",4--88010-3.8 Max Horz2=185(LC 7) Max UpIWf 125(!-C 8),4=-125(LC 9) Max Grav2---987(LC 2),4--W7(LC 3) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1.2=01102,2-3=.907/238,34---907t238.4-6--0I102 BOT CHORD 2-8---101548,4-8---101548 WEBS 3-6--01338 NOTES 1)VArvd:ASCE 7-02;100mph;TCDL=5.0psf*,BCDL=5.0psf;h=24ft-,Cat 11;Exp C enclosed;MINERS(low-rise)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for react"shown;Lumber DOL-1-60 plate grip DOL=1.33 2)TCLL:ASCE 7-02;Pg=50.0 psf(ground snow),Pf--35.0 psf(flat roof snow);Category 11;Exp C;Partially Exp.;Ct--1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of rrdn roof Ova load of 16.0 psf or 2.00 times fiat roof load of 35.0 psf on overhangs non-concurrent with other live loadt 5)This .ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)One H4 Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jqs)2 and 4- 7)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANS11TPI 1. LOAD CASE(S)Standard ---------------------- --------- 24-0-0 X62 E I l If III i i i � I 4! tcz 4 Qj I I� �I i 'III I i I � I �-- r--- � T00 13E o, 4 01 T01GE 9-7-0 14-5-0 _� "Build Structure-i 2.303r RosemundFloranceRd-Level 8 8-25-08 kmBeamEngine 4.503z2 Materials Database 957 9:43am 4of4 Member Data Description:CalcG4 Member Type:Girder Application:Floor Comments: Lateral Bracing:Continuous Both Standard Load: Moisture Condition: Dry Building Code:IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,U240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 9.4 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 5' 11.75" 72 216 Live Replacement Uniform(PLF) 0' 0.00" 6' 1.50" 48 144 Live Replacement Uniform(PLF) 5' 11.75" 8' 5.00" 72 216 Live Replacement Uniform(PLF) 6' 1.50" 8' 5.00" 30 89 Live Point(LBS) 5' 1115" 96 54 Live 8 5 0 8 5 O Bearings and Reactions Location Type input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 1944# 2 7'10.250" Wall N/A 1.500" 1894# Maximum Load Case Reactions Used far applying point loads(or the waft)to carrying members Dead Live 1 531# 1414# 2 543# 1351# Design spans 7'10.250" Product:1 3/4x9112 Versa-Lam SP 2.03100 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3861.'# 139584 27% 193' Total load D+L Shear 1565.# 63184 24% 7.07' Total load D+L TL Deflection 0.0857" 0.3927" L/999+ 3.93' Total load D+L LL Deflection 0.0615" 0.2618" U999+ 3.93' Total load L Control: positive Moment DOLs: Live=100% Snov-115% RCof=125% VMnd=133% Manufacturer's installation guide MUST be Consulted for multi-ply connection details and alternatives All product names are trademarks of their respective owners e'` "._ Copyright(C)1989-2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. i�_ s I I 1. "Pasakq is detared as when tha member twa Joist,beam a girder,sMssr on tins dravdn9 meet app9ceble design aitede for Loedc,Loafing Conditions,and Spent listed on thw steal.The design must be reviewed by a qu*W designer or design profe,6000N es m tract fa . This dwf saw. .t anon actor to the manufaeaxer'5 'catldna. KeyBuild Shuch"T"2.303r r RosemundFloranceRd-Level 8 8-25-08 kmBeamFjWne 4.503z2 Materials Database 851 9:43am 3 of 4 Member Data Description:CalcG3 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Both Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,L/240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 4.7 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 3' 8.00" 7 27 Live Replacement Uniform(PLF) 0' 0.00" 9110.501, -13 -53 Live Replacement Uniform(PLF) 0' 0.00" 9'10.50" 7 27 Live Replacement Uniform(PLF) 0' 0.00" 910.501, 13 40 Live Replacement Uniform(PLF) 3' 8.00" 9110.501, 7 27 Live Point(LBS) 0' 4.63" 732 976 Snow Point(LBS) 3' 915" 72 135 Live 910 8 m m 910 8 Bearings and Reactions Location Type Input length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" wail N/A 1.500" 1836# 2 9' 2.375" Girder N/A N/A 344# Maximum load Case Reactions used for apptft point bads(or line loads)to carrying members Dead Live Snow 1 860# 2690 9760 2 110# 234# 0# Design spans 9' 2.375" Product 1 3/4x9112 Versa-Lam SP 2.03100 1 ply Component Member Design has Passed Design Checks.te NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1020.'# 6979.'# 14% 3.43' Total load D+L Shear 3514 3159.# 11% 0.01' Total load D+L TL Deflection 0.0585" 0.4599" L/999+ 4.6' Total load D+L LL Deflection 0.0395" 0.3066" L/999+ 4.6' Total load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof-125% Wind=133% Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. AN product names are trademarks of their reapecWe ovmers cz CopydgM(C)l999-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. "Passing is tlefined as vdmm the member,low joist,beam or girder,shown on title A'mMng mnaMe WWlcabk dnlgn craeris bt Loads.Loafing Conditions,and Spares fisted on 9tis sheet.The design moat be reviewed by a quNiaed dest{prer or demdW professional es r ired for oval.TTme desi assu oduct knte9 =ccor to the manuhsturer's ileareas. KeyBuild Stnxtwer"2.303r RosemundFloranceRd-Level 8 8-25-08 IunBearnEngine 4.50322 Matena6 Database 957 9:43arn 2of4 Member Data Description:CaIcG2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Both Standard Load: Moisture Condition: Dry Building Code:IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,0240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 4.7 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End width Start End Start End Category Replacement Uniform(PLF) or 0.00" 2' 4.00" 30 89 Live Replacement Uniform PLF 2' 4.00" 4' 6.25" -1 -88 Live 4 64 4 6 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Girder N/A N/A 149# 2 3'10.125" Wall N/A 1.500" 23# -50# Maximum Load Case Reactions Used for applying point bade(or fine bads)to carrying members Dead Lire 1 53# 96# 2 23# -73# Design spans T 10.125" Product:1 3144 1/2 Versa-Lam SP 2.0-3100 1 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 89.'# 6979.'# 1% 1.15' Total load D+L Negative Moment 15.1# 69794 0% 3.27' Total load D+L Shear 103.# 3159.# 3% 2.04' Total load D+L TL Deflection 0.0010" 0.1922" 0999+ 1.54' Total load D+L LL Deflection 0.0010" 0.1281" L/999+ 1.35' Total load L Control: Shear DOLs: Live=100% Snow--115% Roof--125% Wind-133"96 Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. AO product names are trademarks of their respective owners Copyright(C)1999-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. "Passing Is defined as when hie mertdrw,flaw joist,beam w girder,shown on Ode drewpng meets lip p kabW design criteria for Loads.Loading conditions,and Spans*sted on this sheet.The design worst be reviewed by a qualified designer or design professional as ME had for oval.This sesames Installation seta to he manufacbuer's sdfieetlone. KeyBuild Structure'2.303r RosemundfloranceRd-Level 8 8-25-08 kraBeamEngine 4.503z2 MatetialsDatabasa 857 9:43am 1 of 4 Member Data Description:CalaG1 Member TA e�' nt 66 V— Application: Floor Comments: Lateral Brace ous Both Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,U240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 9.4 PLF Filename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 11' 3.00" 48 144 Live Replacement Uniform PLF 0' 0.00" 11' 3.00" 72 216 Live 11 3 O 11 3 0 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" wall N/A 1.500" 2615# 2 10' 8.250" wait N/A 1.500" 2615# Maximum Load Case Reactions Used for appWQ point bads(or line beds)to carrying members Dead Live 1 691# 1924# 2 6910 1924# Design spans 10' 8.250" Product:l 3/4x91/2 Versa-Lam SP 2.0-3100 2 ply Component Member Design has Passed Design Checks." Design assume*continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6988.'# 13958.'# 50% 5.34' Total load D+L Shear 2228.# 63184 35% 0.01' Total load D+L TL Deflection 0.2873" 0.5344" U446 534' Total load D+L LL Deflection 0.2113" 03562" L/606 5.34' Total load L Control: LL Deflection DOLs: Live=100% Snow--115% Roof--125% Wind=133% Manufacturers installation guide MUST be consulted for multi-ply connection details and alternatives All product names are trademarks of their respective o mers Copyright(C)l9W2DD5 by Kaymark Enterprises,LLC.ALL RIGHTS RESERVED. "Passing k dsfrrrad as when tae member.floor�rfet,boom or girder.sham on ado drawmg meem appkcede dasipn crdeda Tor Loads,Loading Condgons,and Spans rated an lids sheet.The design must be reviewed by a qualified designer or design professional as ked for al.7hh deM assumes duct ku#agadon Mmim to the rtbntrfacWrsr's e. KeyBuild Structure' 2303r r RosemundFloranceRd-Level 6 8-25-08 .kmBeamErWne 4.50322 9:4 Materials Database 857 4 of of 4 " Member Data Description:CalcG4 Member Type:Girder Application:Floor Comments: Lateral Bracing:Continuous Both Standard Load: Moisture Condition: Dry Building Code:IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live, 0240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 4.7 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) or 0.00" 6' 4.50" 7 27 Live Replacement Uniform(PLF) or 0.00" 10' 0.50" 7 27 Live Replacement Uniform(PLF) 6' 4.50" 10' 0.50" 7 27 Live Point(LBS) 6' 2.75" 28 -229 Live Point(LBS) 9' 7.88" 174 0 Live Point(LBS) 9' 7.88" 111 81 Live Point(LBS) 9' 7.88" 0 976 Snow Point LBS 9 7.88" 831 307 Live 10 0 8 10 0 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 257# 2 9' 3.250" Wall N/A 1.500" 2317# Maximum Load Case Reactions used for sPWYing point coeds(a kne bads)to canying members Dead Live Snow 1 94# 163# 0# 2 1217# 491# 9760 Design spans 9' 3.250" Product:13!4x91/2 Versa-Lam SP 2.0.3100 1 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 461.'# 6979.'# 6% 3.71' Total load D+L Shear 2004 31594 6% 0.01' Total load D+L TL Deflection 0.0266" 0.4635" U999+ 4.17' Total load D+L LL Deflection 0.0120" 0.3090" L1999+ 4.17' Total load L Control: Positive Moment DOLs: Live-100% Snow--115% Roof=125% Wind=133% Point loads over bearings are NOT inducted in the Design calculations,but ARE induded in the Reaction table AN product name am trademarks of their respective owners Copyright(C)l98&2005 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. L6zG!z;z ber,Boa joist,beam a girder,shown on this dewing meals sppNcabb design witeda for Loads,Loading CondNms,snit Spans hated on this sheet.The rm»t tro reviewed by a quBAed deeipna a design profesaienal ease mee ittct Installation to the manutacbser's ad8catlorK. KeyBuild Sttucturem 2.303r RosemundRoranceRd-Level 6 8-25-08 kmBearnEngine 4.50322 Materials Databm 857 9:42am 3of4 Member Data Description:CalcG3 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Both Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: 0360 live,U240 total 1.000"max.LL Live Load: 0 PLF Deck Connection: Nailed Member Weight: 4.7 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End start End Category Replacement Uniform(PLF) 0' 0.00" 2' 2.25" -0 -114 Live Replacement Uniform(PLF) 2' 2.25" 4' 6.25" -0 -114 Live Point(LBS) 0' 4.63" 202 114 Live 46 4 4 6 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall NIA 1.500" 211# — 2 3'10.125" Girder NIA NIA 9# -210# Maximum Load Case Reactions Used for applying point loots(or fine loads)to crrying member Dead Live 1 211# -104# 2 9# -219# Design spans 3'10.125" Product:1 3/4x9112 Vents-Lam SP 2.0.3100 1 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 8.'# 6281.'# 0% 1.92' Total load D Negative Moment 203.'# 69794 2e/o 1.92' Total load D+L Shear 1244 3159.# 3% 0.01' Total load D+L TL Deflection -0.0022" 0.1922" L/999+ 1.92' Total bad D+L LL Deflection -0.0022" 0.1281" U999+ 1.92' Total bad L Control: Shear DOLs: live=100% Snow=115% Roof--125% Wnd=133% Point loads over bearings are NOT included In the Design calculations,but ARE included in the Reaction table Minimum bearing length requirements at hangared connections depend on the connection style and are not included in this design. M product names we trademarks of their respective owners Copyright(C)l989-2005 by Keymark Enteryrisea,I.I.C.ALL RIGHTS RESERVED, N el ' . "Pawing m dented se when the member door pbt,beam or girder,spawn on drb drawing mesas eVPficeae design atteris for Loads,Loading Conditions,and Spans Bated on ItA sheet The design must be reviewed by a qualaed designer or design profeasisnel as ed for d.Tlds deN assumes ct inaWlatlon eecordlrt m the mantdaeWrer's ors. KeyBuild StructureTM 2.303r RosemundFloranceRd-Level 6 8-25-08 kmBeamEngine 4.503x1 Materials Database 857 9:42am 2of4 Member Data Description:CalcG2 Member Type:Girder Application: Floor Comments: Lateral Bracing:Continuous Both Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,U240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 4.7 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End Width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 6' 7.25" 7 27 Live Replacement Uniform(PLF) 0' 0.00" 6' 7.25" 7 27 Live Replacement Uniform(PLF) 0' 0.00" 6' 7.25" 94 53 Live Point(LBS) 6' 2.63" 41 -131 Live 'PI rp 6 7 4 6 7 4 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 639# — 2 5'10.000" Wail N/A 1.500" 639# Maximum Load Case Reactions used for spoong point bads(or fine bade)to carrying mernbam Dead Live 1 328# 311# 2 369# 180# Design spans s 10.000° Product:1 314x91/2 Versa-Lam SP 2.0-3100 1 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing is required at point loads over bearings. Design assumes continuous lateral bracing for bath chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 931.'# 69794 13% 2.92' Total load D+L Shear 465.# 3159.# 14% 0.01' Total load D+L TL Deflection 0.0228" 0.2917" U999+ 2.92' Total load D+L LL Deflection 0.0111" 0.1944" 0999+ 2.92' Total load L Control: Shear DOLS: Live=100% Snow-115% Roof--125% Wmd=133% Point loads over bearings are NOT Included in the Design calculations,but ARE included in the Reaction table AN product names are trademarks of Imir respect"owners z Copydgm(C)i989-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. "Paecing s delnned as when the member,Boor bks,seem a phder,ehonn on pole dravdnp meets applicable design aktana for Loads,Loading Conddions,and Spam Hated on itch sheet The design moat be reviewed by a quafifled tlesipner or design profeeeiomd as ed fix el.Thie sesames d inetells9on actor to tl,e manufa rer's ca0orra. KeyBwld SbwbiireTM 2.303r RosemundnoranceRd-Level 6 8-25-08 naearr&ngine 4.503z2 daterials Database 857 9:42am 1 of 4 Member Data r Description:CalcG1 Member Typ oirder T (g6y— A pplication: Floor Comments: Lateral Brad s Both Standard Load: Moisture Condition:Dry Building Code: IBC!IRC Dead Load: 0 PLF Deflection Criteria: U360 live, 0240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 4.7 PLF Fiiename: UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End width Start End Start End Category Replacement Uniform(PLF) 0' 0.00" 3' 8.00" 7 27 Live Replacement Uniform(PLF) 0' 0.00" 10' 0.50" 7 27 Live Replacement Uniform(PLF) 0' 0.00" 10' 0.50" 94 53 Live Replacement Uniform(PLF) 3' 8.00" 10' 0.50" 7 27 Live Point(LBS) 0' 4.63" 174 0 Live Point(LBS) 0' 4.63" 0 976 Snow Point LBS 0' 4.63" 792 281 Live m loos 10 0 8 Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall N/A 1.500" 2801# 2 9' 3.250" wall N/A 1.500" 1015# Maximum Load Case Reactions Used for applying point bads(or gne bads)to carrying members Dead Live Snow 1 1486# 776# 976# 2 521# 494# 0# Design spans 9' 3.250" Product:1 3/4x9112 Versa-L.am SP 2.0-3100 1 ply Component Member Design has Passed Design Checks." NOTE:Pass-thru framing Is required at point loads over bearings. Design assumes continuous lateral bracing for both chords. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 23534 69794 33% 4.64' Total load D+L Shear 8424 31594 26% 8.81' Total load D+L TL Deflection 0.1456" 0.4635" 1.1764 4.64' Total load D+L LL Deflection 0.0709" 0.3090" Ll999+ 4.64' Total load L Control: Positive Moment DOLs: Live=100% Snow=115% Roof--125% Wind=133% Point loads over bearings are NOT included in the Design calculations,but ARE included in the Reaction table All product names are trademarks of their respective owners Copyright(C)198 9-2005 by Keymark Enterprises,I.I.C.ALL RIGHTS RESERVED. '-Passhhg la dearbd h T;tae member,Boor joist,beam or girder.shown on tlss dravdng meek sppficabla deslprh aaeria for Loads.Load'mg Conditlone,and Spans Ilaeed on arias sheet.The design must be reviewed by a qualified designer or design professional q d for rord.This m assumes duct Installation according to the manutaetrxer'6 ticaaerhs. KeyBuild sinwlure"'2.303r RosemundFloranceRd-Level 6 8-25-08 l mBeanrEngine 4.503 9:4 Malenals Database 857 2 of 2 Control: Shear DOLs: Live=100% Snow=115% Root-125% Wind=133% Manufacturers installation guide MUST be consulted for multi-ply connection detafs and alternatives AB product names am trademarks of their respective owners p '„? Copoghf(C)1989-20D5 by Keymark Enterprises,LLC.ALL RIGHTS RESERVED. —Passing is defined as when the member,floor lead,beam a Birder,shown on thk drawing"eels applicable design criteria for Loads.Loading Conditions,and Spans Betel on this street.The design must be reviewed by a qualified dewgner or design professional as Mired for royal.This tst a%&uM!jpyduct installation ax to the manufaaturer s =0ons. KeyBuild Stmctut,6 "2.303r RosemundFloranceRd-Level 6 8-25-08 kmBeamEngine 4.503z2 Matwiib Database 857 9:42am I of 2 Member Data '! C, Description:CalcB5 Member e: Beam Application: Floor Comments: Lateral Bra Con' ous Top Standard Load: Moisture Condition:Dry Building Code: IBC/IRC Dead Load: 0 PLF Deflection Criteria: U360 live,U240 total 1.000"max.LL Live Load: 0 PLF Deck Connection:Nailed Member Weight: 9.4 PLF Filename:UNKNOWN Other Loads Type Trib. Dead Other (Description) Begin End width Start End Start End Category Replacement Uniform(PLF) 0' WWI 6' 7.00" 154 616 Live Replacement Uniform(PLF) 6' 7.00" 8' 7.50" 146 584 Live Replacement Uniform(PLF) 8' 7.50" 10' 7.00" 374 1024 Live Replacement Uniform(PLF) 10' 7.00" 13' 9.50" 225 505 Live Replacement Uniform(PLF) 13' 9.50" 19' 5.50" 390 1080 Live Replacement Uniform(PLF) 19' 5.50" 30' 5.50" 154 616 Live Point(LBS) 0' 8.25" 20 35 Snow Point(LBS) 0' 11 AO" 539 1388 Live Point(LBS) 6' 5.25" 78 -91 Live Point(LBS) 8' 7.50" 553 1329 Live Point(LBS) 10' 5.25" 73 41 Live Point(LBS) 10' 5.25" 320 158 Live Point(LBS) 13'11.25" 73 41 Live Point(LBS) 13'11.25" 519 256 Live Point(LBS) 19' 5.50" 737 1980 Live Point LBS 30' 0.88" 737 1980 Live ® 711 8 ® 7 6 0 7 6 0 ® 7 6 0 ® 30 5 8 -� Bearings and Reactions Location Type Input Length Min Required Gravity Reaction Gravity Uplift 1 0' 0.000" Wall NIA 1.646" 4320# 2 7' 6.875" wall N/A 4.035" 105910 — 3 15' 0.875" Wall N/A 4180" 12811# -- 4 22' 6.875" Wall N/A 3.492" 9165# 5 29' 8.250" Wall N/A 1.941" 5096# Maximum Load Case Reactions Used for applying poky bads(or Nne loads)to carrying members Dead Live Snow 1 921# 3399# 33# 2 2826# 7765# 2# 3 3709# 9102# ON 4 1903# 7262# 0# 5 1119# 3977# 0# Design spans 7' 6.875" 7' 6.000" 7' 6.000" 7' 1.375" Product:13/4x9112 Versa-Lam SP 2.04100 2 ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 7785.'# 13958.# 55% 19.07' Odd Spans D+L Negative Moment 88344 139584 63% 15.07' Adjacent 2 D+L Negative Unbrcd 88344 13455.'# 65% 15.07' Adjacent 2 D+L Shear 56824 6318.# 890/0 7.58' Adjacent 1 D+L TL Deflection 0.1174" 0.3750" L/766 18.82' Odd Spans D+L LL Deflection 0.1003" 0.2500" 0897 18.82' Odd Spans L AN product names are trademarlm of their respective owners Copyright(C)l9N9-2005 by"ark Enterprises.LLC.ALL RIGHTS RESERVED. "Pasting ie defined as when the member,Moor loot,beam or pkder,shown on tlria dtavdng meet appNeable detign~a for Loads.Loading Condlaom,and Spans listed an"a sheet.The design must be reviewed by a qualified designer or design professbnal n r iced br al.This dsti ass s ct insteNatlon accords to the menuhcWm's 'Naa9om. 2ND FLOOR FRAMING PLAN - --- - ------- Joist Materials ------- B ',rcr r °o- GE�AiL C Type Qty. Product Length --- \`�0 R1 1 9.5" RIM BOARD 23. 9-3/9" R2 3 v v 16' 0" Total length: 71' 9-3/9" �r - -- -- - ----- --�- - J1 4 9-1/2" AJS 20 MSR 24• 0" J2 19 2 v v 22' 0" / - v v 16' 0" J3 Rll 2 v v 16 G. f J4 12 v v J5 1 v v 6' 0" - � oz {i � Total length: 602' D" -- G1 2 1 3/4x9 1/2 Versa-Lam SP 2.0-3 12' 0" G2 1 r t,a-_ '1 -roc: — G3 2 v v __— G4 1 v v 4' 0" - - - Total length: 54' 0" - -'---- - RXX (R/L) 9.5" RIM BOARD 39' 0" _ RXX (R/L) v v 16' 0" --- Total length: 55' 0" RXX (R/L) 9-1/2" AJS 20 MSR 37' 0" Total length: 37' 0" -- G-- - ------- Blocking Materials ------- Type qty. Product Length Ftyp 4 9-1/2" AJS 20 MSR 1' 1-1/2" .. - F2 1 v v 0' 7-3/9" ----- -- F3 1 v v 0' 6-3/4" Ftyp 1 v v 0' 5-1/2" - --- Total length: 6' 2" All product names are trademarks of their respective owners This layout has been created using the information from the plan provided, and/or verbal information - t from the general contractor. Rugg Building Solutions assumes no responsibility for this layout if c k altered during construction or any of the structural members shown are not supplied by Rugg Building Solutions. It is the responsibility of the building contractor / owner to install and / or oversee the installation of all the engineered wood components to assure compliance with the manufacturers specifications.If any changes are made to this project after the completion of our layout contact Rugg Building Solutions immediately I. 1ST FLOOR FRAMING PLAN 2 PLY CARRYING BEAM OPTION ------- Joist Materials Sc Bc:Se tc dt�re furlI DETAIL G — —_ -- — Type__ Qty. Product Length RI 1� v i \ Ir R2 3 95' RIM BOARD 23' 9-3/9" v v 16' 0" --- -- --- Total length: 71' 9-3 c � � J1 17 9-1/2" AJS 20 MSR 24 0" ti R10 1 24 0'" �O J2 3 V 22, Rll 1 v V 16 0" Total length: 599' 0' �/ 4I G1 2 1 3/4x9 1/2 Versa-Lam SP 2.0-3 10 0' G3 1 v V 4' 0" NE, -F I Il �,p -- k ___ Total length: 31` 0" T_ f RXX (R/L) 9.5" RIM BOARD 24' 0" _ v 6 0" G/ 'jE,LO o V,1- 8a Rxx (R/L) Total length: 90 0" RXX (A/L) 9-1/2" AJS 20 MSR 11' 0" Total length: 11' 0" ------- Post 6 Beam Material ------- Type Qty. Product Length � i-- -- B1 2 1 3/4x9 1/2 Versa-Lam SP 2.0-3 30' 0" Total length: 60' D" —_--_ r ------- Blocking Materials _______ _ ^jll Type Qty. Product Length Ftyp 17 9-1/2" AJS 0 MSR 1' 1-1/2' V F2 1 v 1' 1-1/4" F3 1 v 0'11-1/8" - F4 1 v 0' 6 3/4" FS 1 —' Total length: 22' 1-5/8" -- All product names are trademarks of their respective owners This levout has beet—1,,i the mati - v tLa pTa +ada d, srd/ter v a1 x _naf:or. ' - 1 - Fr:,n t�-:e gene al csnt:ac..r. Rugqu6 4"d q-..1-sf ions xa aspc,nsib'li y f- -his layout if -�� +�-.17.dc _�_. iCi , ssumes - x .:x a.tar�d du zing cuns-ru- '.,.:cr any sf c:e stxuctueal me�sLers sl::.m are nu .,upplied by Ruuo Bu._ding�x o the resp—sibilxty cf tca building c act�t /c nst al.ant/u th. r alga +' all the en9.r ccd cosPcn -- - on.pli ance w =paceficat,v-""f"y nt s c anges a a rase t.,ch. p t afta�the coop% n c_�.x. ay�ut e:.nt ct R.ag Fv ilding :gad iate l-y ROSEMUND, LLC Rosemund@Charter.net 23 East Hadley Rd (413) 586-0520 Energy Crafted Homes Hadley, MA 01035 To: City of Northampton - Building Dept. From: Greg ft Marie Quill Date: August 26, 2008 Re: Lot 6 - 660 Florence Rd, Northampton Attached please find the following information: 1. Application to Construction a One Family Dwelling 2. Workers' Compensation Insurance Affidavit . 3. Building Plans 4. I-Joist Framing Plans Ft Calculations 5. Truss Layout 8t Plans 6. Energy Conservation Application 7. DPW Water Availability 8. Driveway Permit 9. Site Plan Call me (413) 695-8795 if you have any questions or require additional information. 4[tlAMpT O O Life of Wart4aiuptau UF DEPARTMENT OF BUILDING INSPECTIONS � 212 Main Street • Municipal Building INSPECTOR Northwnpton,MA 01060 LOCATION SQUARE FOOTAGE AMOUNT BASEMENT @.15 �� /&,, 1ST FLOOR @ .50 2ND FLR @.30 'h FLOORS, FINISH ATTIC,GARAGE @ .20 DECK/PORCHES @ .15 TOTAL 7 3g,iD r �t t Aw low VW r IMF abesf)OU07 -4!j I,() 14-l_t --34,4d ;1k20 P105 �3 u tiollowl0jul leuoilippv I 7' \ A OMWA PaSsasSV ;1k20 P105 I 7' \ A ' -Permit No. DOI-09 CITY OF NORTHAMPTON, MA DRIVEWAY PERMIT Date: 8/19/08 Check 4: 14(pq FEE: $250.00 THE BOARD OF PUBLIC WORKS Driveway must be staked and house& lot number poste The undersigned respectfully petitions your honorable body for: Permission to install a driveway at: 660 Florence Road - Lot 6 Fifteen (15) foot maximum width at the street line. Gutter drainage not to be disturbed. All Drainage shall be directed off the driveway surface to adjacent land and not on the existing Roadway. Driveway surface to be paved as soon as possible if the grade of the proposed Driveway exceeds 3% or more. Homeowners will be held responsible for any cost to the City --Of.Northainpton in the event of a washout of this driveway. By: Marie Telephone: 413-695-8795 Signature: A .1 Proposed Location Inspection By: Gravel Base Grade Inspected By: Final Approval: 'I'l 11" BOARD OF PUBLIC WORKS voted that petition be granted. Edward S. Huntlev, 11.1'. Director of Public Works CC: 131.1ilding Inspector MUNICIPAL WATER AVAILABILITY APPLICATION Northampton Water Department 237 Prospect St. Northampton,MA 01060 587-1097 A Department of Public Works Trench Permit shall be rewired prior to any construction or connection activity associated with this application. Location: 660 Florence Road—Lot 6 Inquiry Made By: Marie Quill Date of Inquiry: 8/19/08 New Construction Number of Type of Single Family X Type of Private X Units: 1 Unit(s): Accessory Apart.. whip: Condo Multi-family Rental fAnnli ant to fill out th _V.) Municipal Water-Main in Existing service to Front of Location? Yes:X No: site? Yes: X No Size of Water Main: 8" Material: DI Age: 2007 Approximate Static Street 55 Flow Test Conducted:Yes: No: X Pressure: If done attach results Size of Service Connection _ 1" » Suggested Miler Size: 3/4 Comments: The Water Department cannot guarantee adequate water pressure daring peak demand times at elevations above 320 feet. Private water line. As built plans show 1"copper water line to Lot#6. Mast be located to fW& A corresponding water entrance fee shall be paid prior to making any connection to the municipal water wistem • Atrangemeuts of such installation shall be made with the Northampton Water Department with a mininnun of cati All shall conf, to N ton Water Department specifications. David W. Sparks,Sit of Water Water Entry$200 Meter$ 150 Radio$100 cc: Ned Huntley,Director cc: Tony Patino, Building Inspector Note.If this avabbility,is for a rsew coasbycdon it must be hand deftadp or. \\smbl\admin\Peni�its\Water Application Water Aviilaliilit)'Aoc The Commonwealth of Massachusetts Department of Industrial Accidents Office of Investigations 7 37�- . -- ` 600 Washington Street Boston,MA 02111 wvt • www.mass.gov/dia Workers' Compensation Insurance Affidavit: Builders/Contractors/Electricians/Plumbers Applicant Information Please Print LeLribly Name(Business/Organization/Individual): i k C—C) City/State/Zip: Phone #: LA t Are you an employer?Check the appropriate box: Type of roject(required): 1.0 I am a employer with 1 F-1 I am a general contractor and 1 6. NrNew construction employees(full and/or part-time).* have hired the sub-contractors 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 or me in an capacity. employees and have workers' g Y aP h'• 9. ❑Building addition [No workers' comp.insurance comp. insurance? required.] 5. [] We are a corporation and its i0.❑ Electrical repairs or additions 3.❑ I am a homeowner doing all work officers have exercised their I L 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' 1311 Other comp.insurance required.] *Any applicant that checks box#I must also fill out the section below showing their workers'compensation policy information. t Homeowners 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 employee& Below is the policy and job site information. Insurance Company Name: _ Policy#or Self-ins.Lie.#: WC A (Z. \lV CS y S `3(Q S-5 Expiration Date:___ I jj I s-/ri �'-- Job Site Address:rU,c) -'Fk tjV,,�? ✓)�St a City/State/Zip: jo O±' krk Wj�(t r\ Attach a copy of the workers'compensation policy declaration page(showing the policy number and expiration date). (COQ 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 certo un he pa' and penalties of erjury that the information provided above is true and correct. f i Sign ature: ,/ J Date: Phone#: H (0(.0 9L 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 S.Plumbing Inspector 6.Other Contact Person: Phone#: milli oil ROSEMUND, LLC Rosemund@Charter.net 23 East Hadley Rd (413) 586-0520 Energy Crafted Homes Hadley, MA 01035 To: City of Northampton - Building Dept. From: Greg Et Marie Quill Date: September 10, 2008 Re: Lot 6 - 660 Florence Rd, Northampton Regarding the permit application for the above referenced project, we will be changing the floor joists to WO kd spruce. The layout and [vt beams will remain the same. Call me (413) 695-4195 if you have any questions or require additional information. SECTION 8-CONSTRUCTION SERVICES Licensed Construction u or. I Not Applicable ❑ Name of License Holder: l ` C-6 —) :�Li`A License Number t).2-er�A ca Address Expiration Date Signatures TT phone 'T• Lie%%� f 9 Reoieterod Home lm�rovement Contractor. Not Applicable ❑ ( Ste?'�3 c1 , Company Name Registration Number d 1? °,),? —C� Address Expiration Date _T Telephone SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.162,§26C(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 bui g permit. Signed Affidavit Attached Yes.......V 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 th#t 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 wbo constructs more than one home in a two-year period sball 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 sucb work performed under the building permit. As acting CQnst yetion 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 S.DESCRIPIAON OF PROPOSED WORK(check all applicable New House Addition [] Replacement Windows Alterations) Roofing or Doors D Accessory Bldg. Q Demolition ❑ New Signs [0] Decks [C] Siding[p] Other[O] Brief Description of Proposed {► 1 Work: —1 k—m> 0 O i S<Sag' P crinn LA i1 J6 Cu �r CIVv�-a� 1�C,j'v1 Alteration of existing bedroom Yes No Adding new bedroom Yes No Attached Narrative Renovating unfinished basement Yes No Plans Attached Roll -Sheet Ga. If Now bouse or ad i oxisb1la housing, o I The olio a. Use of building:One Family Two Family \ Other b. Number of rooms in each family unit:,_ Number of Bathrooms_, c. Is there a garage attached?fir' [)r i d. Proposed Square footage"o'ff new construction. +� Dimensions ^ l e. Number of stories? f. Method of heating?hCC+%-av',L !:,C:;S Fireplaces or Woodstoves Number of each g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction 1)"1( p i. Is construction within 100 ft.of wetlands? Yes y No. Is construction within 100 yr. fioodplain Yes ZNo i j. Depth of basement or cellar floor below finished grade k. Will building conform to the Building and oning regulations? Yes NY I. Septic Tank City Sewer Private well City water Supply SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT I �Ck Y k 1 1 C:' �`� �`"�° as Owner of the subject property �---- hereby authorize":W \J\/ k \t to act on my behalf,in all matters relative to worts authorized by this building permit appliCat on. —U Signature of Owner Date Las Owner/Authorized Agent hereby declare that the statements adInformation on the foregoing application are true and accurate,to the best of my knowledge and belief. Signed under the pains and penalties of pe 'ury. M C),\r k �Q C�'., I Print Name 4 co —� Signature of Owner/Agent f Date 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 Department Lot Size Frontage S '4 U _Q�o Setbacks Front '7,S Side L: R: L: R: L4 raj Rear 's�o /l7 Building Height 30 Bldg.Square Footage % Open Space Footage % (Lot area minus bldg&paved O �U parking) #of Parking Spaces Fill: volume&Location A. Has p at Permit/Variance/Finding ever been issued 6�the i te? NO DONT KNOW � YES l IF YES, da issued: IF YES: Was the permit recorded at the Registry of Deeds? NO O DONT KNOW © YES IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO d DONT KNOW 0 YES Q IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained 0 Obtained ® , Date Issued: C. Do any signs exist on the property? YES © NO IF YES, describe size, type and location: D. Are there any proposed changes to or additions of signs intended for the property? YES 0 NO IF YES, describe size, type and location: E. Will the construction activity disturb(clearing,grading,ex vation,or filling)over 1 acre or is it part of a common plan that will disturb over 1 acre? YES NO IF YES,then a Northampton Storrs Water Management Permit from the DPW is required. r Department use only City of Northampton Status of Permit: Building Department Curb Cut/Driveway Permit 212 Main Street Sewer/Septic Availability Room 100 WaterNVell Availability Northampton, MA 01060 Two Sets of Structural Plans phone 413-587-1240 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 1.1 Property Address: i , ! U � � This section to be com eted by office �j " 0 \CZ r Q r1 C_Jt_ 0- Map Lot Unit Zone Overlay District Elm St.District CS District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner g�f Record: Name(Print) Cur�egt Maili dress: `—� T one Signature � fJ 2.2 Authorized Anent: Name(Print) Current Mailing Address: Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building (a)Building Permit Fee 2. Electrical t (b)Estimated Total Cost of i U i '3 Cj o Construction from 6 3. Plumbing i 1 Building Permit Fee 4. Mechanical(HVAC) 5. Fire Protection 6. Total=(I +2+3+4+5) ) ` J 0 0 Check Number � This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2009-0207 APPLICANT/CONTACT PERSON MATT WILCOX ADDRESS/PHONE 7 PORTER ST SOUTH DEERFIELD (413)665-8269 PROPERTY LOCATION 660 FLORENCE RD MAP 37 PARCEL 129 001 ZONE SR I 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 SF Q 0 New Construction !. Non Structural interior renovations Addition to Existing Accessory Structure Building Plans Included: Owner/Statement or License 075440 3 sets of Plans/Plot Plan THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INF RMATION 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 Delay �% f Signature of Building Official 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. 660 FLORENCE RD BP-2009-0207 GIS#: COMMONWEALTH OF MASSACHUSETTS Map:Block:37- 129 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: BUILDING PERMIT Permit# BP-2009-0207 Project# JS-2009-000273 Est.Cost: $132500.00 Fee: $739.10 PERMISSION IS HEREBY GRANTED TO: Const.Class: 5B Contractor: License: Use Group: R4 MATT WILCOX 075440 Lot Size(sq.ft.): Owner: ROSEMUND LLC Zoning: SR Applicant: MATT WILCOX AT: 660 FLORENCE RD Applicant Address: Phone: Insurance: 7 PORTER ST (413) 665-8269 WC SOUTH DEERFIELDMA01373ISSUED ON.912212008 0:00:00 TO PERFORM THE FOLLOWING WORK.-CONSTRUCT 2 STORY SFH 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 9/22/2008 0:00:00 $739.101480 212 Main Street,Phone(413) 587-1240,Fax: (413)587-1272 Building Commissioner-Anthony Patillo