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38D-065 (6)
i O S 44°11'03" E 193.90' - O ------ - �* N/F o LYALYA E. HEROLD LO Q cD t BOOK 3131, PAGE 252 Q LQ Q CD 0.9' cQ i 00 LAURENCE I. AND ELIZABETH R. BEEDE M bit. paved wo°d_ shop BOOK 2250, PAGE 347 Lo - �`�e {ence driveway _ LOT AREA - ' --------------- 201306 ± S Q� FT. as z �= threshold --= 0. 4662± ACRES elev.=104.86' dwelling #64 cs, ' `—° - ° o :<�Jlm " I I II N_\ CO c.n 10119, Cl� URS� Q 82 76' - I i porch ,` °� 5� O 9 � '- the /- -P \`' edge - N U; °f o / ao � TBM L /- - � "X" CUT ON WESTERLY MAG. READING a -/- BONNET BOLT OF HYDRANT IN CONCRETE / N 43°43'54" W - ELEVATION = 103.18' i o 3: 38.80' -. LEGEND (ASSUMED) P----------------= --- / o ° ara e O FOUND IRON PIN ' bit. conc. drive ° g g IL UNMARKED POINT N 17.9 8' -----------��--- ---------------------------_= " El FOUND CONCRETE B O U N D - � -------p ¢103,18/-/ ,� -� .. �. - - ■ FOUND STONE BOUND hyd bolt scree j-side N 43°50'06" W cn �- .,�. FF=103.72' R E VE L L AVENUE '"/ �U W,Ce e ' ° /• �„�- i ,�. f" s. walk __ ___I �- FF=103.87' I I O Q" ° NS I cj C 0' rn�rn ♦V rn co { o' 1/2"/1 48 BATES STREET Z C (p A' f5D• p• S ID NORTHAMPTON,MASSACHUSETTS 01060 A 1)r!1 o N m n ZX OZ i _ 413-586-8287 413-586-9276 z a d m < BUILDERS m ,D• 3 3 I ET u E R a Prepared for the exclusive use of WRIGHT BUILDERS,INC,staff,subcontractors,and suppliers. All other uses prohibited. THESE DESIGN PLANS,SUMMARIES ANDIOR ANALYSIS(THE'PLANS-)AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE"COMPANY")IN CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT ..,1 (D INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN (n (n CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE BOLE AND EXCLUSIVE DISCRETION OF THE COMPANY i i I u�� n Z O 01 o CO) v ty v 2 � 5.5. 5. 9 0� O w 48 BATES STREET 7 -- = [ NORTHAMPTON,MASSACHUSETTS 01060 H (p U) m ID A Z OZ � QO 413-586-8287 413-586-9276 d a 3 3 a ET BUILDERS CL rt n �m Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers. All Q O other uses prohibited. m i = �JJ > > r THESE DESIGN PLANS,SUMMARIES AND/OR ANALYSIS(THE'PLANS-)AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC. 'COMPANY")IN Yi fD fD (p (ME CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT a (D INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN (A CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY i i i N Z O N %C- J I I O O rn co o' ,g R cn lD� a F v Os v �i "a g �p `. W Z i 01 48 BATES STREET NORTHAMPTON,MASSACHUSETTS 01060 a _ 7 OZ ' W !^ �• tS D Z go 413-586-8287 413-586-9276 o m a 3 3 BUILDERS jm rt R 1 Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers, (p 0 All other uses prohibited. O O O C C (p THESE DESIGN PLANS,SUMMARIES AND/OR ANALYSIS(THE"PLANS')AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE"COMPANY")IN W rt (P 0 CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY ..l O 0. IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN Chi U3 .7 CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY i I I I I .3y Z O W O O<1 W Ba r I a r 0 r co co 0 0 �n g S.5• 5�5 •• O G� `• W ( 48 BATES STREET NORTHAMPTON,MASSACHUSETTS 01060 C �p o '• OZ ter a*Ljor !R tQ D Z Qo 413-586-8287 413-586-9276 a BUILDERS rF R D Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers. < All other uses prohibited. OO O .7 3 C LD THESE DESIGN PLANS,SUMMARIES ANWOR ANALYSIS(THE•PLANS•)AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE-COMPANY-)IN (Da COMPANY O IN THE CONSTRUCTION F THE BUILDING AND RELATED IMPROVEMENTS REFLECTED T HEREON AND ARE OT O CD INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN (n N 1 CONSENT F THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE SOLE AND EXCLUSIVE DISCRETION OF THE COMPANY i I i I i I J v. w�w I I I I 0 Q L__J L__J II0 � y 00 rn cv 3 _. W CL to ON"' n 0 C p I � cyD I I PF N III a shelf&pole w rn N I- 0 _ w — W CD I fy ON ? N N,% WK0n �; Q O 5U- " 1 3 �' 7 n N . N 00 n j 0 O o a I I I I II I I I I I I I I I I W C CL 0 G �o tg� v v T "3' 'O �i �j 5. S. 5. � C� O W 48 BATES STREET C a (p .��. O 3 `p� OZ ��r NORTHAMPTON,MASSACHUSETTS 01060 R 3 ra D Z a QO 413-586-8287 413-586-9276 v- Z a 3 BUILDERS ?I °1 0 e�F D Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers. O 0 ' All other uses prohibited. O00 ' yv THESE DESIGN PLANS,SUMMARIES AND/OR ANALYSIS(THE"PLANS-)AND ALL OTHER WRITTEN MATERIALS AND C (D DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE"COMPANY")IN IV T (p (D CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY CL IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN t!1 N = CD CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED IN THE BOLE AND EXCLUSIVE DISCRETION OF THE COMPANY i 0 I I I I I I Om ?I? I 1 3 N 3 0 I I E N Bn m i �� � I I p 3 a a I I r"•N O I�I I V mim v, 5 O 3 ca c X 0 0 3 mQ (D P X . O "7 3 C CL 0 0 3 r Z U2 X O O 3 DD U 0 II 0 ' N r-P rn 01 S.s. gmg o. ��, �i O p W i 48 BATES STREET NORTHAMPTON,MASSACHUSETTS 01080 i a o � J 7� `p' o w 0 I I I I I I Om ?I? I 1 3 N 3 0 I I E N Bn m i �� � I I p 3 a a I I r"•N O I�I I V mim v, 5 O 3 ca c X 0 0 3 mQ (D P X . O "7 3 C CL 0 0 3 r Z U2 X O O 3 DD U 0 II 0 r-P rn 01 S.s. gmg o. ��, �i p� p W i 48 BATES STREET NORTHAMPTON,MASSACHUSETTS 01080 C a o 7� `p' o a z wM 413-586-8287 413-586-9276 BUILDERS r%r (D D Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers. D 0 0 ; Olt All other uses prohibited. 0 > r > W v C (p THESE DESIGN PLANS,SUMMARIES AND/OR ANALYSIS(THE"PLANS-)AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE"COMPANY")IN (p Q. CONNECTION THEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY THE COMPANY IN THE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT J INTENDED FOR OR TO BE USED OR RELIED UPON BY ANY OTHER PARTY WITHOUT PRIOR EXPRESS WRITTEN IN THE SOLE AND EXCLUSIVE CII N CONSENT OF THE COMPANY WHICH AUTHORIZATION SHALL BE GRANTED DISCRETION OF THE COMPANY i i I i i { co' N { tD' wo -0 a`0` o ova m � 3 tD 0 { co' 1� rncDn � w �vA � A d C CA .r M M �* m � � ° r* m N �• H < m CD o :3 -n 48 BATES NORTHAMPTON,MASSACHUSETTS 01060 AAn', P 0) o .� O % % 7 - 'I@ rn CL 5- 0 D Z 70 Qp 7 -Ljlr 413-586-8287 413-586-9276 rn O (p M w < < m 9 (1) BUILDERS v ww -n go _ 000 -� R D Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers. <• 0 ; C All other uses prohibited. CD C (D (D .% Z z THESE DESIGN PLANS,SUMMARIES ND/OR ANALYSIS(THE'PLANS-)AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE"COMPANY")IN Aif PF m CID a CONNECTION HEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY HE COMPANY IN HE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT IN 3 • CD CONSENT OF THE OMPNYEWHICH AUTHORIZATION SHALL BE GRANTED IN TH THE AND EXCLUSIVE Cl) A d W STREET r* "a N �• H W •• C `" Z M 48 BATES NORTHAMPTON,MASSACHUSETTS 01060 AAn', P 0) o % % 7 - 'I@ rn Q D Z 70 Qp 7 -Ljlr 413-586-8287 413-586-9276 rn (p M w a Al m 9 BUILDERS _ R D Prepared for the exclusive use of WRIGHT BUILDERS,INC.staff,subcontractors,and suppliers. <• 0 ; All other uses prohibited. CD C (D (D .% z THESE DESIGN PLANS,SUMMARIES ND/OR ANALYSIS(THE'PLANS-)AND ALL OTHER WRITTEN MATERIALS AND DOCUMENTATION WHICH WERE PREPARED AND OR PRODUCED BY WRIGHT BUILDERS,INC.(THE"COMPANY")IN Aif PF m CID a CONNECTION HEREWITH ARE SPECIFICALLY AND EXCLUSIVELY INTENDED FOR USE SOLELY BY HE COMPANY IN HE CONSTRUCTION OF THE BUILDING AND RELATED IMPROVEMENTS REFLECTED THEREON AND ARE NOT IN CONSENT OF THE OMPNYEWHICH AUTHORIZATION SHALL BE GRANTED IN TH THE AND EXCLUSIVE DISCRETION OF THE COMPANY i O S 44'11'03" E 193.90' 0 E) 1.0' N/F o LYALYA E. HEROLD Q (D i BOOK 3131, PAGE 252 o ----–--------------------------------------- ---------------- 0.9' 00 a) N� LAURENCE I. AND ELIZABETH R. BEEDE shop BOOK 2250, PAGE 347 n ce bit. paved coo, e tee driveway Cn LOT AREA —---------------- 2M06 ± SQ. FT. threshold 'Eh op 1 z 0. 4662± ACRES el e v. 10 4.86' C� dwelling #64 0 o < A/ J(D (D eyko ----------, --A. 0 C)- ONE CO O'�SE- 76' I porch I o" <-D - (�D —----------- - I'- � Q10 eo9 e or co 41 6 C! 'D BM Y T Q) "X" CUT ON WESTERLY MAC. READING I 0 BONNET BOLT OF HYDRANT IN CONCRETE N 43-43'54" W LEGEND ELEVATION = 103.18' 0 I 38,80' (ASSUMED) LQ I -----------------------—-------------- n garage 0 FOUND IRON PIN 0 a-) bit. conc. drive UNMARKED POINT n —-----------—------- -------------- FOUND CONCRETE BOUND 17.98' Qo ------------ -Q- 103.18 FOUND STONE BOUND 1/1 hycl bolt street-side N 43'50'06" W FF=103.72' e REVELL AVENUE tone 1– 0 --1 #62 n FF=10,3.87' ---------- 4- O C1[. ---------- Job toss fuss ype Ply T64 Revell Ave.Northampton,MA 15102078B S10 SCISSORS 10 1 Job Reference (optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 09:58:04 2015 Page 1 I D:pklyia?rtbcZaN RyS_I4xXyLxJ-6eE2zAYIzM HLN6H7BuSl V B V 5mRxJ?r2Y8pOL3DyKlg1 1 6 8-0 13-M 215-0 26-1-0 7-1 6 8 0 64-8 6-0 8 6-8-0 8x8 Scale=1:57. 7.50 12 5 3x8 i t 3x8 1 4 6 4x6 i 15 12 16 4x6 3 3 8x6= 7 0 5x8 i 5x6 i 5x61 1 5x8 2 8 2 TT 1 7.50 F1 2 9 o 0 N 10 143x4 11 3x4 11 6S0 13-M 195-0 26-1-0 6 8 0 6-" 64-8 6-8-0 Plate Offsets X Y— [2:0-2-12,0-2-01, 5:Ed a 0-3-8 8:0-2-12,0-2-0 LOADING(psf) SPACING- 1-4-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.47 12 >665 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.30 Vert(TL) -0.81 12 >380 180 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 1.09 10 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.12 12 >999 360 Weight:128 Ib FT=4% LUMBER- BRACING- TOP CHORD 2x4 DF 285OF 2.3E TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, BOT CHORD 2x4 DF 2850F 2.3E except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4:2x4 SPF 2100F 1.8E,W2:2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14=1108/0-3-8 (min.0-1-12),10=1108/0-3-8 (min.0-1-12) Max Horz 14=123(LC 7) Max Upliftl4=-47(LC 8),10=-47(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=1123/198,2-3=-3505/360,3-15=-4415/142,4-15=-4325/149,4-5=-42911162,5-6=-4291/162,6-16=-4325/149, 7-16=-4415/142,7-8=3505/360,8-10=-1123/198 BOT CHORD 12-13=-263/3315,11-12=-263/3315 WEBS 5-12=58/4151,7-12=-141/1182,7-11=-644/105,8-11=-219/2930,3-12=0/1182,3-13=-644/105,2-13=-219/2930 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Extehor(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)14,10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14,10. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Nss toss ype Ply 64 Revell Ave.Northampton,MA 151020786 T03A Common 2 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 09:52:112015 Page 1 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2-ykPctTGH5uoQWsnH?Gd WilOta8VunNNbzO?A9AyKly 2-10-12 5-9-8 2-10-12 2-10-12 44 Scale=1:18. 2 7.50 F1 2 8 7 T1 T1 3x4 11 3x4 11 3 1 W2 0 0 61 5 1.5x3 II 6 4 2x4 11 2x4 11 2-10-12 5-9-8 2-10-12 2-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 5 >999 240 MT20 1971144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.02 5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.00 5 >999 360 Weight:19 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF Not TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=330/0-5-8 (min.0-1-8),4=330/0-5-8 (min.0-1-8) Max Horz 6=-39(LC 6) Max Uplift6=-6(LC 8),4=6(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=287/57,3-8=-287157,1-6=-266172,3-4=266!12 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,4. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ruse I rus5 Type Qty Ply 64 Revell Ave.Northampton.MA 151020788 T03 Common 2 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 09:52:19 2015 Pagge 1 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2 jHudYCNIDMp1U5PpTxmPORjEiMD9f JmpexbRjyKly 1-0-0 2-10-12 5-9-8 6-9-8 1-0-0 2-10-12 2-10-12 1-M 4x4 Scale=1:18. 3 7.50 12 10 9 3x4 II T1 T1 3x4 If W2 4 I 2 5 1 0 B1 Li 7 1.5x3 11 8 6 2x4 II 2x4 11 2-10-12 5-9-8 2-10-12 2-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 7 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.14 Vert(TL) -0.02 7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009ITP12007 (Matrix-M) Wind(LL) 0.00 7-8 >999 360 Weight:21 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=445/0-5-8 (min.0-1-8),6=445/0-5-8 (min.0-1-8) Max Horz 8=-39(LC 9) Max Uplift8=-45(LC 8),6=-45(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=267/56,4-10=-267/56,2-8=-387/135,4-6=-387/135 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)8,6. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Lny Ply 64 Revell Ave.Northampton,MA 15102078B T03GE Common Supported Gable 1 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 09:51:112015 P 1 I D:PYkbaYRvBmRkv3pjE2519ZyRxo2-iBnwHyYeDSExKeCI UfYSGSvdty2zkEAmA3T?92"v 1-0-0 2-10-12 5-9-8 69-8 1 0 0 2-10-12 2-10-12 1-0 0 4x4 Scale=1:17. 4 7.50 12 14 13 1.5x3 11 51.5x3 I I 3 T1 2x4 11 ST2 1 2x4 11 6 2 . STti -ST1: 7 0 i 12 11 10 9 8 2x4 !. 1.5x3 =t 1.50 '.. 1.50 : 2x4 5-9-8 5-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.02 7 n/r 180 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.02 7 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 8 n/a n/a BCLL 0.0 BCDL 10 0 " Code IRC2009/TP12007 (Matrix) Weight:24 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x8 SP No.1 1-0-15,Right 2x8 SP No.1 1-0-15 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 5-9-8 except at--length)12=-0-0-1(input:5-9-8),8=-0-0-1 (input:5-9-8),10=0-0-1(input: 5-9-8),11=-0-0-1(input:5-9-8),9=-0-0-1 (input:5-9-8). (lb)- Max Horz 12=-39(LC 9) Max Uplift All uplift 100 lb or less atjoint(s)12,8,11,9 Max Grav All reactions 250 lb or less atjoint(s)11,9 except 12=275(LC 12),8=275(LC 12),10=267(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=278/1103,6-8=-278/103 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&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 Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 11)WARNING:Required bearing size atjoint(s)12,8,10,11,9 greater than input bearing size. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12,8,11,9. 13)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Cuss Truss Type Qty Ply, 64 Revell Ave.Northampton,MA 151020788 S02SGE GABLE 1 1 Job Reference (optional) Universal Forest Products 7.610 s Jan 29 2015 MTek Industries,Inc.Wed Nov 1109:57312015 Page 1 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2-alla1 u8?kD61 v1 FnITNZgDeNJ8XZmubhYBW6OdyKlq 1 6-0 42-5 :1 4-0 13-0-12 19-5-6 26-1 27-7 8 1-0-0 42-5 -11 6 8 12 6 4 10 6-8-2 1 6-0 Scale=1:57. 4x10 i 7.50 F1 2 6 3x8 i 3x8 5 7 46 3x4 11 2x4 I I 3x6 45 8 4 5 4X8 i 3 3x8 II II S 1 5x12 MT'181!S i 4 11 5x6 c 16 8 3x6 I I S 2 9 S 0 2W 17 8x12= S 3 t0 °MB i° 1 5z12 MT18H 3x6 3x6 II 1t10 i 11 15 14 13 12 18 7.50 12 2x4 11 4x8= 3x6— 5x12 11 4x4 11 42-5 6� $-0 1312 19-5-6 26-1-8 42-5 2-1-11 612 6410 6$2 Plate Offsets(X,Y)— 2:0-3-0,0-1-12, 6:0-7-1,0-2-0 10:0-7-14 Ed el, 16:0-5-12,0-3-0 17:0-6-0 0-3-0 18:0-0-11,Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.36 4 >873 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.62 4 >500 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.52 10 n/a n/a BCLL 0.0 BCDL 10.0 " Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.11 16 >999 360 Weight:178 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E'Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. T2:2x4 OF 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SPF No.2*Except* 6-0-0 oc bracing:17-18. 132:2x4 SPF 2100F 1.8E,B3:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 6-14 WEBS 2x4 SPF No.2 or 2x4 SPF Stud'Except' MiTek recommends that Stabilizers and required cross bracing W2:2x4 SPF 2100F 1.8E,W5,W7,W8:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer OTHERS 2x4 SPF No.2 or 2x4 SPF Stud Installation uide. SLIDER Right 2x8 SP No.1 1-11-12 REACTIONS. (lb/size) 18=1724/0-5.8 (min.0-2-11),10=1708/0-5-8 (min.0-2-11) Max Horz 18=185(LC 7) Max Uplift18=-91(LC 8),10=-87(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=1805/298,2-3=-6107/560,3-4=-3660/432,4-45=38411570,5-45=37241572, 5-6=-3660/596,6-7=-1378/303,7-46=-1446/279,8-46=-1548/273,8-9=-2059/302, 9-10=-467/173 BOT CHORD 17-18=-227/320,16-17=343/4757,4-16=813/231,13-14=-110/1612,12-13=110/1612, 10-12=110/1612 WEBS 2-17=-38215095,3-17=-99/2009,3-16=-1785/148,1416=0/1157,6-16=-354/2835, 6-14=70/266,8-14=-668/182 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces 8 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 Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x3 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,10. 13)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASES Standard Job russ Truss Type y 64 Revell Ave.Northampton,MA 151020788 S02A ROOF SPECIAL 3 1 Job Reference o tional Universal Forest Products 7.610 s Jan 29 2015 MTek Industries,Inc.Wed Nov 11 09:57:15 2015 Pagel ID:PYkbaYRvBmRkv3pjE2519ZyRxo2-2DnXgPyzVl51?a1 ip64pOszfLh5kOfbLtheFgZyKlq 150 42-5 6 4 0 13-0-12 19-5-6 26-1-8 1 6 0 42-5 2-1-11 6512 64-10 6-&2 Scale=1:55. 4x10 7.50 Fl 2 6 3x12 M18SHS, 3x8 i 7 5 22 3x4 11 3x6 1 4 5 8 4x10 3 Wr 5x12 MT18HS i 5x6 15 8 9 2W 16 8x12= 10 q 5x12 MT18HE 2 0 I° 7.50 12 14 13 12 11 17 2x4 II 4x8= 3x4= 4x12 II 4x4 11 1.5x3 II 42-5 6 4 0 13-0-12 19-5-6 + 26-1-8 42-5 2-1-11 6512 6-0 10 6-8-2 Plate Offsets(X,Y)— 2:0-3-0 0-1-12,[6:0-7-1,0-2-01, 10:0-7-14 Ed e,[15:0-5-8,0-3-41,[16:0-6-0,0-3-0], 17:0-0-11,Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.36 4 >875 240 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.82 Vert(TL) -0.62 4 >501 180 M18SHS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.51 10 n/a n/a MT18HS 197/144 BCLL 0.0 BCDL 10 0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.12 15 >999 360 Weight:131 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. T2:2x4 OF 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SPF No.2`Except* 6-0-0 oc bracing:16-17. B2:2x4 SPF 2100F 1.8E,133:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 6-13 WEBS 2x4 SPF No.2 or 2x4 SPF Stud`Except* MiTek recommends that Stabilizers and required cross bracing W2:2x4 SPF 210OF 1.8E,W5,W7,W8:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x8 SP No.1 1-11-12 Installation guide. REACTIONS. (lb/size) 17=1729/0-5-8 (min.0-2-11),10=1554/0-5-8 (min.0-2-7) Max Horz 17=201(LC 7) Max Uplift17=91(LC 8),10=38(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-17=-1810/332,2-3=-6127/711,3-4=-3674/497,4-5=-3854/637,5-6=-3674/660, 6-7=-1375/307,7-22=-1385/291,8-22=-1556/276,8-9=-2081/310,9-10=-569/0 BOT CHORD 16-17=-247/321,15-16=-510/4773,4-15=779/234,12-13=170/1635,11-12=-170/1635, 10-11=170/1635 WEBS 2-16=-514/5112,3-16=180/2016,3-15=-1790/214,13-15=-21/1163,6-15=427/2770, 6-13=-65/268,8-13=-690/190 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--400 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,10. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ fuss ype Qty Ply 64 Revell Ave.Northampton,MA 151020788 S02 Roof Special 1 1 Job Reference o tional Universal Forest Products 7.610 s Jan 29 2015 MTek Industries,Inc.Wed Nov 11 09:57:00 2015 Pagge 1 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2-_KNsXHmZ1 hDQhGNgRSJ Ivhs48eyJ?tw7QsWzpwyKlrl 16-0 42-5 64-0 13-0-12 19-5-6 ?6L8--2-8 27-78 1�i-0 4-2-5 2-1-11 6-8-12 6-4-10 1�0 Scale=1:56. 4x10 i 7.50 12 6 3x8 i 3x8 1 5 7 24 3x4 II 23 3x6 4 5 8 4x8 i a. 3 5x12 MT18HS�, 5x6 1 16 8 9 2W 17 8x12= 10 ° Y 1 5x12 MT78H 11io N 15 14 13 12 1 7.50 12 3x6= 5x12 II 18 2x4 II 4x8= � 4x4 11 1.5x3 II I 6 4-0 , 13-0-12 19 5 6 26-1-8 42-5 2-1-11 6-8-12 64-10 6�-2 Plate Offsets X Y— [2:0-3-0,0-1-121,[6:0-7-1,0-2-01, 10:0-7-14,Ed e, 16:0-5 12,0-3-0 1,[17:0-6-0,0-3-01,118:D-0-1 1,Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.36 4 >873 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.62 4 >500 180 MT18HS 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.52 10 n/a n/a BCLL 0.0 BCDL 10 0 Code IRC2009/TPI2007 (Matrix-M) Wind(LL) 0.11 16 >999 360 Weight:133 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E`Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. T2:2x4 DF 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SPF No.2*Except* 6-0-0 oc bracing:17-18. 62:2x4 SPF 2100F 1.8E,133:2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 6-14 WEBS 2x4 SPF No.2 or 2x4 SPF Stud"Except* MiTek recommends that Stabilizers and required cross bracing W2:2x4 SPF 2100F 1.8E,W5,W7,W8:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x8 SP No.1 1-11-12 Installation guide. REACTIONS. (lb/size) 18=1724/0-5-8 (min.0-2-11),10=1708/0-5-8 (min.0-2-11) Max Horz 18=185(LC 7) Max Uplift18=91(LC 8),10=87(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-18=1805/298,2-3=-6107/560,34=-3660/432,4-23=-3841/570,5-23=-37241572, 5-6=3660/596,6-7=1378/303,7-24=-1446/279,8-24=-1548/273,8-9=-2059/302, 9-10=-467/173 BOT CHORD 17-18=-227/320,16-17=34314757,4-16=-813/231,13-14=-110/1612,12-13=110/1612, 10-12=110/1612 WEBS 2-17=-382/5095,3-17=-9912009,3-16=-1785/148,14-16=0/1157,6-16=-354/2835, 6-14=701266,8-14=-6681182 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf,h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Bearing at joint(s)18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)18,10. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job fuss fuss ype y 64 Revell Ave.Northampton,MA 151020788 IS01G Roof Special Girder 2 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 Wek Industries,Inc.Wed Nov 11 10:07:24 2015 Page 2 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2 jN41VfK z4QquZA41_VVdCHimBAywC21_vxg_ilyKlhH LOAD CASE(S) Standard 1)Dead+Snow(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=100,7-12=-100,16-18=-20,14-16=-20,14-22=-20 Concentrated Loads(lb) Vert:27=730(13)28=-92(B) Job fuss Qty Ply 64 Revell Ave.Northampton,MA 151020788 S01G Roof Spedal Girder 2 1 Job Reference o 'onal Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 10:0724 2015 Pagge 1 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2 jN41VfKz4QquZA41 WdCHimBAywC21_vxg_ilylClh 1 6 0 5-0-8 9 9 8 13-0-12 16-4-0 21-1-0 26-1-8 27-7.8 1&0 5-G-8 4-9-0 3 3� 3 3 4 49-0 5x6 1 Scale=1:54. 7.50 12 7 3x4 z, 3x8 3x6 i 3x4 1 6 8 5 9 25 26 3x6 i 3x6 4 4 10 6 4x6 i B 3 16 15 14 2 1 1 6x6= 5x8= 10x12= 27 13 3 11 o N 1 17 12 Q 2x4 1 JL210 3x6 11 28 JL210 3.00 12 8x8 c 8x12 11 5-0-8 9-98 13-0-12 16 -0 21-1-0 26-1-8 5 0 8 4-9-0 3-3-4 3_3_4 4-9-0 5-4 Plate Offsets(X,Y)— 2:0-5-3,Ed a l,f7:0-3-5,0-2-81,[11:0-0-2,0-4-121,[16:0-3-0,0-3-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.21 14 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.37 14 >847 180 TCDL 10.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.22 11 n/a n/a BCLL 0.0 BCDL 10.0 " Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.06 15 >999 360 Weight:158 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc puriins. T1:2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SPF 2100F 1.8E'Except* MiTek recommends that Stabilizers and required cross bracing B2:2x6 SPF No.2,B3:2x10 SP 2400F 2.0E be installed during truss erection,in accordance with Stabilizer WEBS 2x4 SPF Not or 2x4 SPF Stud Installation guide. WEDGE Right 2x4 SPF Stud or No.2 SLIDER Left 2x6 SPF No.2 1-11-12 REACTIONS. (lb/size) 2=1891/0-5-8 (min.0-2-15),11=2366/0-5-8 (min.0-3-11) Max Horz2=186(LC 5) Max Uplift2=-98(LC 7),11=139(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1529/0,3-4=3202/124,4-25=3137/108,5-25=-2996/120,5-6=-2394/107, 6-7=-2359/122,7-8=-2354/129,8-9=2389/114,9-26=-3290/115,10-26=-3456/102, 10-11=4149/120 BOT CHORD 2-17=126/2611,16-17=127/2707,15-16=35/2558,14-15=0/2778,14-27=-56/3582, 13-27=-48/3415,13-28=-46/3421,11-28=-49/3380 WEBS 7-15=100/2189,9-15=1594/112,9-14=-13/1315,10-14=-653/140,5-15=1210/115, 5-16=17/816,4-17=-311/51 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 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)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing atjoint(s)2,11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except Qt=1b) 11=139. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Use USP JL210(With 1 Dd nails into Girder&NA9D nails into Truss)or equivalent spaced at 4-3-8 oc max.starting at 20-1-12 from the left end to 24-5-4 to connect truss(es)PG01(1 ply 2x6 SPF),PG02(1 ply 2x6 SPF)to back face of bottom chord. 12)WARNING:The following hangers are manually applied but fail due to geometric considerations:JL210 on back face at 20-1-12 from the left end,JL210 on back face at 24-5-4 from the left end. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 11.@MimaA and Job toss toss ype y 164 Revell Ave.Northampton,MA 151020788 S01GE Roof Speaal Supported Gable 1 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 09:57:37 2015 Page 1 ID:PYkbaYRvBmRkv3pjE2519ZYRxo2-PS6rlxDmK3tAdyix5jTzvUuW RYnfAmYax6zQbHyKlq 1 6 0 13-0-12 26-1-8 27-7-8 1 6 0 13-0-12 13-0-12 ' 1 Scale=1:53. 7.50 12 4x4 10 3x4 113x4 8 9 12 7 13 37 � 6 14 ITS M5 6 15 4 - 16 U 0 1320 -..., ST3 �!'&� 3x4 3x4 L 17 3ST1 3T2 3130 25 ST2 29 28 27 ST1 2W11-'18',;` o W 1 931 32 3x4= 26 24 Bt g; 1pt118 q 1 _ g 3x4 23 L+,' 19100 36 35 34 3.00!12 22 21 20 2x4 „ - 2x4 9 9 8 16�0 26.1-8 9-9-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.06 19 n/r 180 MT20 197/144 (Roof Snow--40.0) Lumber DOL 1.15 BC 0.07 Vert(TL) -0.07 19 n/r 80 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 20 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight:119 lb FT=4% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. All bearings 26-1-8. (Ib)- Max Horz 36=184(LC 6) Max Uplift All uplift 100 lb or less at joint(s)30,26,29,31,32,33,34,27,25,24,23,22 except 36=-203(LC 6),20=114(LC 7),35=173(1-C 12),21=173(LC 12) Max Grav All reactions 250 lb or less at joint(s)30,26,32,33,35,24,23,21 except 36=502(LC 12), 20=502(LC 12),28=259(LC 1),29=356(LC 2),31=311(LC 2),34=260(LC 2),27=356(LC 3),25=311(LC 3), 22=260(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-36=-469/134,9-10=66/272,10-11=-66/272,18-20=-469/99 WEBS 9-29=-320/72,7-31=-279/84,11-27=-320/72,13-25=-279/84 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf,BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Extedor(2) zone;cantilever left and right exposed;C-C for members and forces 8 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 Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x3 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)30,26,29,31, 32,33,34,27,25,24,23,22 except(jt=1b)36=203,20=114,35=173,21=173. 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)30,26,28,29,31,32,33,34,35,27,25, 24,23,22,21. 14)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Fuss Truss Type Qty Ply 64 Revell Ave.Northampton,MA 151020786 S01 ROOF SPECIAL 4 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 10:04:00 2015 Page 1 I D:PYkbaYRvBmRkv3pjE2519ZyRxo2-hBiegus?7k7g4pUY1 fmxGFu_xJmPs9y?CFBYayKlk -'V 5:_0 8 9-9-8 13-0-12 16-0-0 , 21-1-0 26-1-8 27-7-8 1 + 50-8 4-9-0 3.4 33-0 4-9-0 5-M 1-6-0 Scale=1:53 5x6 7.50 12 -5- 7 3x6�� 1.5x3 11 3x6 1.5x3 II 8 6 9 5 24 25 ci 1.5x3_ 3 1.5x3; 4 W2 10 5x8% 1 5x8 C 3 11 15 26 27 14 12 0 2 6x8= 6x8= o N .1 13i1 o 3.00 12 6x12 11 6x12 11 9-9-8 164-0 26-1-8 9-9-8 6-6-8 9-9-8 Plate Offsets(X,Y)- 2:0-4-5,Ed e, :0-3-0.0-1-12 12:0-4-5 Edge],114:0-5-8,0-3-01,115:0-5-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defi L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.3714-15 >840 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.5914-15 >532 180 TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.32 12 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.0714-15 >999 360 Weight:129 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except' TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. T1:2x4 DF 2850F 2.3E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF 2100F 1.8E*Except* MiTek recommends that Stabilizers and required cross bracing B2:2x4 SPF No.2 be installed during truss erection,in accordance with Stabilizer WEBS 2x4 SPF No.2 or 2x4 SPF Stud Installation guide. SLIDER Left 2x8 SP No.1 2-5-12,Right 2x8 SP No.1 2-5-12 REACTIONS. (lb/size) 2=1763/0-5-8 (min.0-2-12),12=1763/0-5-8 (min.0-2-12) Max Horz 2=186(LC 6) Max Uplift2=87(1_C 8),12=-87(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-606/459,3-4=2992/399,4-24=2748/314,5-24=2598/328,5-6=-2820/443, 6-7=-2786/458,7-8=-2786/458,8-9=2821/443,9-25=-2598/329,10-25=-27481314, 10-11=-2992/399,11-12=-606/459 BOT CHORD 2-15=-212/2431,15-26=0/1617,26-27=0/1617,14-27=0/1617,12-14=-21212431 WEBS 7-14=239/1674,9-14=-732/202,7-15=-239/1674,5-15=-7321202 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf-40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 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)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Bearing at joint(s)2,12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,12. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job toss toss ype Qty Ply 64 Revell Ave.Northampton,MA 15102078B S01A Roof Special 1 1 Job Reference o tional Universal Forest Products 7.610 s Jan 29 2015 Mirek Industries,Inc.Wed Nov 11 10:06:35 2015 Page 1 I D:PYkbaYRvBmRkv3pjE2519ZyRxo2-fyd ECukEdMfrAerKdj78jxAPgQC9D_h mepl uUSyKli 1-0 0 5-0 8 9-9-8 13-0-12 16 4 0 20 11 1 6-0 4-9-0 3 3� 3 3_4 3-9-0 4x6 Scale=1:50. 7.50 12 7 3x4 i 1.5x3 11 3x4 6 8 5 17 3x4 11 9 1.5x3= W4 4 m 5x6 i Y 3 16x8= 18 19 11 2 5X12= N 1 3x4 z� v 3.0D 12 6x12 11 9-9-8 16-4-0 20 1-0 9-9-8 + 6-6-8 3-9-0 Plate Offsets X Y— 2:0-4-5,Ed e,[7:0-3-1,0-2-01, 12:0-5-4,0-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.1911-12 >999 240 MT20 197/144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -0.41 12-15 >585 180 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.12 10 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.04 12 >999 360 Weight:102 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, T1:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud WEBS 1 Row at midpt 8-10 SLIDER Left 2x8 SP No.1 2-5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1383/0-5-8 (min.0-2-3),10=1250/Mechanical Max Horz2=198(LC 7) Max Uplift2=-74(LC 8),10=-37(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-645/246,3-4=-2141/355,4-5=-1781/279,5-6=-1832/392,6-7=-1798/407, 7-8=1135/284 BOT CHORD 2-12=-372/1746,12-18=-83/859,18-19=-83/859,11-19=-83/859,10-11=-112/930 WEBS 4-12=-261/153,5-12=-559/200,7-12=279/1352,7-11=-112/265,8-11=-25/445, 8-10=-1534/179 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10, 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job cuss cuss ype y 64 Revell Ave.Northampton,MA 15102078B PG02 Flat Girder 1 1 Job Reference optional) Universal Forest Products 7.610 s Jan 29 2015 MTek Industries,Inc.Wed Nov 11 10:05:15 2015 Page 1 I D:PYkbaYRvBm Rkv3pjE2519Zy W cot-?Zn_QYm2TnaBaLjyxvh NT4stCA6dUyz_FNwfgkyKlj 2-6-8 2 Scale=1:10. T1 W1 W1 C? I B1 3 2A 4 2x4 2-6-8 2-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 4 >999 240 MT20 1971144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 4 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC20091TP12007 (Matrix-M) Wind(LL) 0.00 4 >999 360 Weight:10 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc pudins:1-2, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=81/Mechanical,3=81/Mechanical Max Uplift4=-12(LC 5),3=-12(LC 5) Max Grav4=112(LC 11),3=112(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)29 lb down and 92 lb up at 1-3-4 on top chord,and 27 lb up at 1-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-100,3-4=-20 Concentrated Loads(lb) Vert:5=92(F)6=16(F) i i Job russ I russ I ype y 64 Revell Ave.Northampton,MA 151020788 PG01 Flat Girder 1 1 Job Reference(optional) Universal Forest Products 7.610 s Jan 29 2015 Mil Industries,Inc.Wed Nov 11 10:06:40 2015 Page 1 I D:PYkbaYRvBmRkv3pjE2519Zy W co2-?wQ7GcoNSuH7HPj I PGjJO?tOrRvOuOOVo5?f9JyKl 2-6-8 2-6-8 3x4= Scale=1:18. 1 2 T1 II W1 2 W1 i i .... 5 3 TH026 4 4X4- 2x4 ii I 2-6-8 2-6-8 LOADING(psf) SPACING 2-0-0 CSI. DEFL in (loc) I/defi Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 3-4 >999 240 MT20 1971144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.02 3-4 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12007 (Matrix-M) Wind(LL) 0.00 34 >999 360 Weight:17 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=750/Mechanical,3=750/Mechanical Max U plift4=31(LC 5),3=311(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=5.Opsf;BCDL=5.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf--40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,3. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSl1TPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent at 1-3-4 from the left end to connect truss(es) S01 (1 ply 2x4 SPF)to back face of bottom chord,skewed 0.0 deg.to the left,sloping 14.0 deg.up. 13)Fill all nail holes where hanger is in contact with lumber. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2-100,34=-20 Concentrated Loads(lb) Vert:5=-1230(B) Job russ Truss I ype Ply 64 Revell Ave.Northampton,MA 151020786 J01 Jade-Open 1 1 Job Reference o tional Universal Forest Products 7.610 s Jan 29 2015 MiTek Industries,Inc.Wed Nov 11 10:04:53 2015 Page 1 ID:PYkbaYRvBmRkv3pjE2519ZyRxo2-eKSgoOVFe0oJxz2kellDaRx1 PJZgK?WIBybVvOyKlj -1-" 1-7-8 1-6-0 1-7-8 Scale=1:12. 3 7.50 F1 2 6 3x4 II ci a. 2 N W1 B1 1 °D 0 3.00 12 5 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) 0.00 4-5 >999 240 MT20 1971144 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.13 Vert(TL) 0.00 4-5 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2009/TP12067 (Matrix-M) Wind(LL) 0.00 5 >999 360 Weight:7 lb FT=4% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=345/D-5-8 (min.0-1-8),4=-7/Mechanical,3=3/Mechanical Max Horz 5=67(LC 8) Max Uplift5=55(LC 8),4=32(LC 12),3=-105(LC 12) Max Grav5=492(LC 12),4=23(LC 4),3=13(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-5=-430/120 NOTES- 1)Wind:ASCE 7-05;100mph;TCDL=S.Opsf;BCDL=S.Opsf;h=24ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=40.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 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)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except Qt=lb) 3=105. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard S g <- �..I..m NO, awmee5 e g a$ 4 cool Nae 881.51 Sh"Oft C-1 J7 O"Mwnp Un.. 5554 {E$ R.k.A Lin. 80.83 22'2" 81� � RYIp.Una. 31.35 T N E Hip W.. 5 Locate skylight . � 'g Valet/Lbw. 12.05 g, s8g 5��r 1z'o 10 z' between trusses as spaced Egg _ _. — ...... -- - - -' - T a r ; f Ei g�aQo € a go9S `* 1j Locate chimney between gs FPe j trusses as spaced per plans � 5 ; _ �r... Zt_ z0" z'_o zo zo z'0 . za zo ; it um. Truss List - — 1` fr �RFg�$y Truss Qty San w p¢ $$55¢¢ 301 1 1'7 1/2• iv c? ¢ �? , _ g � C4..._._U) ..... .........._ ' N V) O Q PGO1 1 2'6 1/2" N PG02 1 2'6 1/2" a F= SO1 4 26'1 1/2" j c0 Z Q p (D r ur 1� PGO1 S01A 1 20,1- � � Q S01G 2 26'1 1/2' 02 - o ..__._ ...... _a . SO1GE 1 26'1 1/2" T A _- - - - - - - i r �. S02 1 26'1 1/2" i0 TV ry } T3 S02A 3 26'1 1/2" ! k " TO GE 502SGE 1 26-1 1/2" Cc) m T03 2 T9 1/2" v 13'6 1/4" 69 1/2" fV � wC T03A 2 5'9 1/2" 22'2" T03GE 1 5'9 112" DATE 11/11/15 PAGE 1 REQ.QUOTE DATE / / ORDER# ORDER DATE / / QUOTE# 15102078B DELIVERY DATE / / CUSTOMER ACCT# LMCWRKMI DATE OF INVOICE 1 / CUSTOMER PO# R T T L ORDERED BY And Clo ston INVOICE# L UFP Belchertown, C TERMS 155 Bay Road,PO Box 945,Belchertown,MA.01007 SUPERINTENDENT And Clo ston SALES:REP Brian Tetreault Phone:413-323-7247 Fax:413-323-5257 JOBSITE PHONE# ( ) SALES`AREA' '• Massachusetts/ R.K.Miles-Hatfield JOB NAME:Beth&Larry Beede/Wright LOT# ,SUBDIV: i 24 West St MODEL: TAG: JOB CATEGORY Residential : Hatfield,MA 01038 DELIVERY INSTRUCTIONS: F o (413)247-8300 H Beth&Larry Beede/Wright P SPECIAL INSTRUCTIONS: 64 Revell Avenue 'For pricing only based on plans dated 11/7/15 plans. T Northampton,MA 'S10 option provided separate. BY DATE BUILDING DEPARTME OVERHANG INF HEEL HEIGHT 00-04-03 REQ.LAYOUTS REQ.ENGINEERING QUOTE BRT 11/11/15 Roof Trusses END CUT RETURN NONE LAYOUT PLUMB GABLE STUDS 24 IN,OC JOf1§ITE 1 CUTTING I BRIT 11/11/15 ROOF TRUSSES LOADING TCLL-TCDL-B CLL-BCDL STRESS INCR. ROOF TRUSS,SPACING:24.0 IN.O.C.(TYP.) INFORMATION 40.0,10.0,0.0,10.01 1.15 PROFILE QTY PITCH TYPE BASE O/A LUMBER OVERHANG CANTILEVER STUB UNIT TOTAL PLY ID SPAN SPAN TOP BOT _tEFT " RIGHT LEFT I RIGHT I PRICE PRICE 11Z4 JACK-OPEN 1 7.50 3.00 J01 01-07-08 01-07-08 2 X 4 2 X 4 01-06-00 ® FLAT GIRDER 1 0.00 0.00 PGO1 02-06-08 02-06-08 2 X 4 2 X 6 FLAT GIRDER 1 0.00 0.00 PG02 02-06-08 02-06-08 2 X 4,2 X 6 , ROOF 4 1 7.50 3.00 S01 26-01-08 26-01-08 2 X 4 2 X 4 01-06-00 01-D6-00 ROOF 1 7.50 3.00 S01 A 20-01-00 20-01-00 2 X 4 2X4161-06-00 ROOF 2 7.50 3.00 S01 G 26-01-08 26-01-08 2 X 4 2X f 07-06-00 01-06-00 ROOF 1 7.50 3.00 S01 GE 26-01-08 26-01-08 2 X 4 2 X 4 01-06-00'< 01-06-00 ROOF �, 1 7.50 7.50 S02 26-01-08 26-01-08 2 X 4 2�ir�03=tf6.00 01-06-00 ROOF 3 7.50 7.501 S02A 26-01-08 26-01-08 12 X 4 2 X 4101-06-00 GABLE 1 7.50 7.50 S02SGE 26-01-08 26-01-08 2 X 4 2X 4 01-06-00 01-06-00 COMMON 2 7.50 0.00 T03 05-09-08 OS-U9-08.2 X 4 2X'4 01-00-00 01-00-00 COMMON 2 7.50 0.00 T03A 05-09-08 05-09-08 2 X 4 2 X 4 COMMON 1 7.50 0.00 T03GE OS 09-08 05-09-08' 2 X 412 X 4 01-00-00 01-00-00 ROOF SUB-TOTAL: ITEMS QTY ITEM TYPE SIZE LENGTH PART NUMBER NOTES UNIT TOTAL Fr-IN-16 PRICE PRICE 4 Hanger I JLi10":; 1 Hanger THD26 ITEMS SUB-TOTAL: ACCEPTED BY SELLER ACCEPTED BY BUYER SUB-TOTAL PURCHASER: BY: TITLE: BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: LGRAND TOTAL COMPANY PROJECT Whetstone Engineering Beede Residence WoodWorks® Nov."A 2015 11:56 N thaw a Avenue Northamptont,MA SOFMAXf FOR WOOD OEM& W night Builders Header2.wwb Design Check Calculation Sheet Woodworks Sizer 10.42 Loads: Load Type D_stribution Pat- Location [ft] Magnitude Unit tern Start End Start End dl Dead Full Area 12.00(18.00') psf sl Snow Full Area 35.00(18.00') psf Self-weight Dead Full UDL 3.3 if Maximum Reactions (lbs), Bearing Capacities(lbs)and Bearing Lengths(in) : 3.6' 0' 3.5' Unfactored: Dead 395 395 Snow 1134 1134 Factored: Total 1529 1529 Bearing: Capacity Beam 1529 1529 Support 2529 2529 Anal/Des Beam 1.00 1.00 Support 0.60 0.60 Load comb #2 #2 Length 1.20 1.20 Min req'd 1.20 1.20 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.13 1.13 Fcp sup 6251 625 Lumber n-ply,S-P-F,No.1/No.2,2x6,2-ply(3"x5-1/2") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:3.6';volume=0.4 cu.ft.; Lateral support:top=at supports,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 96 Fv' = 155 psi fv/Fv' = 0.62 Bending(+) fb = 1032 Fb' = 1308 psi fb/Fb' = 0.79 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.04 = <L/999 0.12 = L/360 in 0.31 Total Defl'n 0.05 = L/852 0.17 = L/240 in 0.28 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no butt joints are present)fastened together securely at intervals not exceeding 4 times the depth and that each ply is equally top-loaded.Where beams are side-loaded,special fastening details may be required. COMPANY PROJECT Whetstone Engineering Beede Residence WoodWorks® Nov.PA 19,2015 11:53 64 Revell Ave. Northampt ont,MA SOFTWARE FOR WOOD DESIGN Wright Builders Header1.wwb Design Check Calculation Sheet WoodWorks Sizer 10.42 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End dl Dead Full Area 12.00(18.00') psf sl Snow Full Area 35.00(18.00') psf Self-weight Dead Full UDL 9.3 plf Maximum Reactions(lbs), Bearing Capacities (lbs)and Bearing Lengths(in) : 10.15' L 0. 10' Unfactored: Dead 1143 1143 Snow 3197 3197 Factored: Total 4340 4340 Bearing: Capacity Beam 4704 4704 Support 4340 4340 Anal/Des Beam 0.92 0.92 Support 1.00 1.00 Load comb #2 #2 Length 1.79 1.79 Min req'd 1.79** 1.79** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 1 6251 1 625 **Minimum bearing length governed by the required width of the supporting member. LVL n-ply,2.0E,2850Fb,1-3/4"x9-1/4",2-ply(3-1/2"x9-1/4") Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length: 10.15';volume=2.3 cu.ft.; Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 165 Fv' = 328 psi fv/Fv' = 0.50 Bending(+) fb = 2571 Fb' = 3266 psi fb/Fb' = 0.79 Dead Defl'n 0.11 = <L/999 Live Defl'n 0.31 = L/390 0.33 = L/360 in 0.92 Total Defl'n 0.42 = L/287 0.50 = L/240 in 0.83 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2012),the National Design Specification(NDS 2012),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 5.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys. ENN EE.GY CONSERVATION APPLIC." TION FORM FOR LO`'-RISE RESIDE TI NEW CONSTRUCTiON and ADDITIONS 780 CNMR Appendix J -�pplicani 4 Site Address: Rewe�( A,je_ Applicant Address. A-ps Sf_ Use Group: Date of Application: Applicant Phone: 9' Applicant Signature: Compliance Path ('check one): ❑ Prescriptive Package (Limit 's (Limited to I-or 2-family wood frame buildim, heated with fossil fuels only) Package (A through KK from Table J 5.2.1 b): Heating Degree Days (HDD,,) f ro rnTableJ5.2.1a: h .es thamap-l" fr "ni-1a, j�.' ilhl I-or items d.throug L, fill �n all valu a. Gross Wall Area sq.ft f, W'all R-value R- b. GlazingArea' s q.ft. g Floor R-value R_ c. Glazing% (loo x1,a)__.__% h. Basement wall R- d. Glazing U-value U_ i Slab Perimeter R- e. Ceiling R-value R- J. Heating AFUE ❑ Component Performance: "Manual Trade-Off" (Limited to wood or metal framed buildin-s only) Climate Zone (frorn Figure J6.2.2) ❑ Zone 12 F-1 Zone 13 ❑ Zone 14 Attach D-acle-Of) Works-hee from Appendix J, [and HTIA C Trade-0 JI-Workyheet, if applicable] AIAScheck Software Attach Compliance Report and lnspeciiur. Checklist printouts ❑ Home Energy Rating Systern Evaluation Attach Home Energy Rating Certificate(HERS rating score must be 83 or higher) ❑ Systems Analysis OR ❑ Renewable Energy Sources Attach Mass Relaistered.krchitect or Engineer Analysis ALTER-NATIVE FOR ADDITIONS ONLY: C;/ 0 a. Gross Wall + Ceiling Area I sq.ft. b. Glazing,Area' 13-Z- sq.ft. c. Glazing',o(100 x b a) --D--,o 14a ADDITION with 0azing % (c.) up to 40% may use 780 CNIR Table 11.1.2.3.1 below: MINIMIA1 7nestration cilim-, tfl I I lom Bawricnt %\all I YA Perimeter.Depth o.10 R- x R-20 R-3n R-10 COMMUOU, I R-10, fli I viazin,, Aica may be either Rough Cpcaing or Unit dimensions 2 1-33sedonNFRClisting. Applies either to every unit,or to area- ei p hted average of all unit-s. 3 R-30 ceiling insulation maybe used in place of R-37 if the insulation achieves the full R-value over the entire ceihrig area not compressed over exterior walls, and including any access ope=gs.) ❑ "SUNROONI" addition (greater than 40°/,) glazint;-to-wall and ceilin�(l cross area) Attach"Consumer Inform-ation Form" froth 780 CMP,Appendix B Official's Name: Offici:IUSSILnatUrc: Application Approved ❑ D,-nlz�i lL Datc P,eas o n(�s for D e n la I- (Provld las on back si,`e, bS�-• 1 Em D"E-P ai..dENT OF C:lL-DC\'G V4S?5C7jCNS IN r�Ci OR 212 Main St.-eat ' Municipal Building 1:ortcham-aton, Mass. 01060 l ° G S=ar�e�Fcotace Az,.cunt t J-?:,-L-() @ . 0 35 1?_ S0 2nd ==moor @ I/2 lcors, Attic, Garage, ,aQ De-;c, Parches , �-o 7•� 0 TCT".LI Oo lf, g °10 x on =- �bb �• City of Northampton 212 Main Street, Northampton, MA 01060 Solid Waste Disposal Affidavit In accordance of the provisions of MGL c 40, S54, I acknowledge that as a condition of the building permit all debris resulting from the construction activity governed by this Building Permit shall be disposed of in a properly licensed solid waste disposal facility, as defined by MGL c 111, S 150A. Address of the work: 6`F' IR e\)e 1�- AIL The debris will be transported by: AI VL-� Q it - The debris will be received by: Building permit number: Name of Permit Applicant Date Signature of Permit Applicant f i SECTION 8-CONSTRUCTION SERVICES 8.1 Licensed Construction Supervisor: Not Applicable ❑ Name of License Holder: 1 S G S—b gi z o License Number 4� 0 3/&� Addresses Expirat' n D to Signatu ------ ' Teleph e / y 9.Registered Home Improvement Contractor: Not Applicable ❑ Comt)anv Name Registration Number MA 4/z6/6 Address Expira on D e Telephone S'g _g SECTION 10-WORKERS'COMPENSATION INSURANCE AFFIDAVIT(M.G.L.c.152,§25C(6)) Workers Compensation Insurance affidavit must be completed and submitted with this application. Failure to provide this affidavit will result in the denial of the issuance of the building permit. Signed Affidavit Attached Yes...... No..... 11. Home Owner Exemption The current exemption for"homeowners"was extended to include Owner-occupied Dwellings of one(1) or two(2)families and to allow such homeowner to engage an individual for hire who does not possess a license,provided that the owner acts as supervisor.CMR 780, Sixth Edition Section 108.3.5.1. Definition of Homeowner:Person(s)who own a parcel of land on which he/she resides or intends to reside,on which there is,or is intended to be,a one or two family dwelling,attached or detached structures accessory to such use and/or farm structures.A person who constructs more than one home in a two-year period shall not be considered a homeowner. Such"homeowner"shall submit to the Building Official,on a form acceptable to the Building Official,that he/she shall be responsible for all such work performed under the building permit. As acting Construction Supervisor your presence on the job site will be required from time to time,during and upon completion of the work for which this permit is issued. Also be advised that with reference to Chapter 152(Workers'Compensation) and Chapter 153 (Liability of Employers to Employees for injuries not resulting in Death)of the Massachusetts General Laws Annotated,you may be liable for person(s) you hire to perform work for you under this permit. The undersigned"homeowner"certifies and assumes responsibility for compliance with the State Building Code,City of Northampton Ordinances,State and Local Zoning Laws and State of Massachusetts General Laws Annotated. Homeowner Signature SECTION 5-DESCRIPTION OF PROPOSED WORK(check all applicable) New House ❑ Addition © Replacement Windows Alteration(s) © Roofing El Or Doors D Accessory Bldg. ❑ Demolition ® New Signs [O] Decks [Cj Siding[01 Other[a Brief Description of Proposed 1 I Work:/l/Pa 3 56pv I`es' iew+al cl VJMy'. Ran Ss uvo� ��rY � i�crectSC I►natr\ �e nx�lYp StZt?. Alteration of existing bedroom Yes No Adding new bedroom Yes X No eked-Mt at' a Renovating unfinished basement Yes _ )4, No Plans Attached Roll -Sheet 6a. If New house and or addition to existing housing, complete the following: a. Use of building : One Family_X Two Family Other b. Number of rooms in each family unit: Number of Bathrooms Z c. Is there a garage attached? A/U Z t d. Proposed Square footage of new construction. Dimensions 7t X q e. Number of stories? 2 �isn`�1G— f. Method of heating? Go s �—b,�ce Aid` Fireplaces or Woodstoves I LL Number of each 1- g. Energy Conservation Compliance. Masscheck Energy Compliance form attached? h. Type of construction C"p'-41e_ i. Is construction within 100 ft.of wetlands? Yes No. Is construction within 100 yr. floodplain Yes--X_No '' ii � i 1 1' j. Depth of basement or cellar floor below finished grade '' 11� Kota.' ~/ i I Z k. Will building conform to the Building and Zoning regulations? X Yes No . I. Septic Tank City Sewer_� Private well City water Supply X SECTION 7a-OWNER AUTHORIZATION-TO BE COMPLETED WHEN OWNERS AGENT OR CONTRACTOR APPLIES FOR BUILDING PERMIT 1, 1—A.\) V_z ly CG 1 , �tF arlo& as Owner of the subject property hereby authorize l to act on my behalf, in all mat rs relative to work authorized by this building permit application. Signature of Owner Date I 6A), (ivc' as Owner Authorize Age7elief.ereby declare that the statements and information on the foregoing application are true and accurate,to the best of my knowledge an Signed under the pains and penalties of perjury. Ze—� r Signature of Owner/Agent Date Section 4. ZONING AU Information Must Be Completed. Permit Can Be Denied Due To Incomplete Information Existing Proposed Required by Zoning This column to be tilled in by Building Department Lot Size 20 ;C)4 -Fr2 N C- Frontage C _ t A11- Setbacks Front 1.2t Side L:10,%t R: 22 L��: Rear `f 2' Building Height Bldg. Square Footage % Open Space Footage r� % (Lot area minus bldg&paved ib 047— / 1510 C "n,6 Yo parking) #of Parking Spaces 9 Fill: iV/A volume&Location A. Has a Special Permit/Variance/Finding ever been issued for/on the site? NO � DON'T KNOW 0 YES 0 IF YES, date issued:` IF YES: Was the permit recorded at the Registry of Deeds? NO 0 DON'T KNOW 0 YES 0 IF YES: enter Book Page and/or Document# B. Does the site contain a brook, body of water or wetlands? NO � DON'T KNOW 0 YES IF YES, has a permit been or need to be obtained from the Conservation Commission? Needs to be obtained Q Obtained Q , 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, excavation, 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 Storm Water Management Permit from the DPW is required. 1 Department use only _ Ci y of Northampton Status of Permit: B ilding Department Curb Cut/Driveway Permit `rRpG 12 Main Street Sewer/Septic Availability Room 100 Water/Well Availability o>OT:c�, r— 7,� ort ampton, MA 01060 Two Sets of Structural Plans NaaTHAMaro. , ' "� 7-1240 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: This section to be completed by office 6,J Rev>✓t1 Ave. /V�,r�nam r�1�, Mfg Map Lot Unit P Zone Overlay District Elm St.District CB District SECTION 2-PROPERTY OWNERSHIP/AUTHORIZED AGENT 2.1 Owner of Record: B d R Lo—ur&.or.e. t e I". L'A Name Print) Current Mailing{address: _ �- 124-AA A'% � ID Signature 2.2 Authorized Agent: RO S Name, --� Current Mailing Address: 74f`✓f - - Signature Telephone SECTION 3-ESTIMATED CONSTRUCTION COSTS Item Estimated Cost(Dollars)to be Official Use Only completed by ermit applicant 1. Building �f / (a)Building Permit Fee 2. Electrical Q Ylw (b)Estimated Total Cost of V +� Construction from 6 3. Plumbing Building Permit Fee 4. Mechanical(HVAC) q S r 5. Fire Protection 6. Total=0 +2+3+4+5) Check Number This Section For Official Use Only Date Building Permit Number: Issued: Signature: Building Commissioner/Inspector of Buildings Date File#BP-2016-0753 APPLICANT/CONTACT PERSON WRIGHT BUILDERS ADDRESS/PHONE 48 Bates St NORTHAMPTON01060 (413)586-8287(116) PROPERTY LOCATION 64 REVELL AVE MAP 38D PARCEL 065 001 ZONE URB(100)/ THIS SECTION FOR OFFICIAL USE ONLY: PERMIT APPLICATION CHECKLIST ENCLOSED REQUIRED DATE /.O_NING FORM FILLED OUT Fee Paid 1 Building Permit Filled out c Fee Paid Typeof Construction: ZPA-ADDITION New Construction Non Structural interior renovations 4 _ Addition to Existina _ Accessory Structure Building Plans Included: Owner/Statement or License 84280 3 sets of Plans/Plot Plan t THE FOLLOWING ACTION HAS BEEN TAKEN ON THIS APPLICATION BASED ON INFO.R +ATION PRESENTED: pproved _ 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 oli ' n Delay 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. 64 REVELL AVE BP-2016-0753 GIs#: COMMONWEALTH OF MASSACHUSETTS Map:Block: 38D-065 CITY OF NORTHAMPTON Lot: -001 PERSONS CONTRACTING WITH UNREGISTERED CONTRACTORS Permit: Building DO NOT HAVE ACCESS TO THE GUARANTY FUND (MGL c.142A) Category: Zoning Permit BUILDING PERMIT Permit# BP-2016-0753 Project# JS-2016-000822 Est. Cost: $231870.00 Fe L: $10�6.00 PERMISSION IS HEREBY GRANTED TO: Const. Class: Contractor: License: Use Group: WRIGHT BUILDERS 84280 Lot Size(sq. ft.): 18120.96 Owner: BEEDE LAURENCE I& ELIZABETH R Zoning URB(I00)/ Applicant: WRIGHT BUILDERS AT: 64 REVELL AVE Applicant Address: Phone: Insurance: 48 Bates St (413) 586-8287 (116) Workers Compensation NORTHAMPTONMA01060 ISSUED ON:121312015 0:00:00 TO PERFORM THE FOLLOWING WORK.CONSTRUCT 3 STORY RESIDENTIAL ELEVATOR & RAISE ROOF 1 STORY (INCREASE BEDROOM SIZE) 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: Fiuul: Smoke: Final: THIS PERMIT MAY BE REVOKED BY THE CITY OF NORTHAMPTON UPON VIOLATION OF ANY OF ITS RULES AND REGULATIONS. Certificate of Occupant Signature: FeeType: Date Paid: Amount: Building 12/3/2015 0:00:00 $1056.00 212 Main Street, Phone(413)587-1240, Fax: (413)587-1272 Louis Hasbrouck—Building Commissioner