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HomeMy WebLinkAboutStructural Analysis John C. Spink Professional Engineer 59 Clay Street Middleborough, MA 02346 774-766-0544 jspinkl@,gmail.com November 21, 2019 Donald Harris 279 Old Center Street Raynham, MA 02767 Re: Cape Sands Inn—Rebuild Roof and Damage 149 Main Street West Yarmouth, MA 02673 Structural Analysis The location has two buildings. The south/west building is in good condition. The eastern- building-front portion is intact and currently stable. The back portion has the first floor, second floor and second floor walls in place. The eastern-back-portion second-floor walls have temporary bracing. The eastern-back portion is open and exposed to the weather. The eastern-back portion is currently temporarily stable. This stability will not continue without further action. The eastern back portion stability will deteriorate quickly. The eastern back structure needs to be stabilized and also protected from further weather deterioration. This stabilization and weather protection needs to be completely quickly. In order to stabilize the building a roof diaphragm structure needs to be constructed. This needs to be a full roof structure to provide all the required structural integrity to carry exterior normal and Code loading requirements. Without this roof structure the building structure integrity will deteriorate and become unsafe. The construction of the roof is necessary for the stability of the structure. When the roof structure as proposed is in place the structure will be stable and safe. Yours, 4!fi 1 C3, 4211.,,L-4 0 0 4 _• {Wilr a Or John Spink, Structural Engineer p r veR � { P.E. #30097 "NY V i .VOM IN Milek* MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield,MO 63017 314-434-1200 Re: 1902913-29T 149 Main The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Trussco. Pages or sheets covered by this seal: 138933082 thru I38933083 My license renewal date for the state of Massachusetts is June 30,2020. ,,..4, '- .. . ‘.,1,. --,-_-_V c� i,ST tUCTUR-e,4' AI- a�i 1 +. No 43283__ = - .-e- 9 /8.1'EQ`C,4w ywimi 1114.4 October 16,2019 Liu,Xuegang IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply 149 Main 138933082 1902913-29T T1GE COMMON SUPPORTED GAB 1 1 Job Reference(optional) Trussco(North Kingstown), North Kingstown,RI-02852, 8.320 s Oct 9 2019 MiTek Industries,Inc. Wed Oct 16 11:27:49 2019 Page 1 I D:tw W kf0vXTcaGzC HoN McOijye4C0-ee0MitiZ9CZYJpHfbioewyd DgkpvxflXV4fgLyS rxu 1-0-0 13-9-0 27-6-0 8-6-0 [cool 13 s-o I 13-9-0 �1-0-0 I Scale=1:51.9 4x4 = 6.00 12 9 8 10 34 35 5x5 i 7 11 33 36 6x6 8 12 � 1• 3x4 C 13 3x4 4 14 4x6 11 3 15 • axe II 2 16 r 17 0 . . a g $ 9 i p Id 21 20 19 18 32 31 30 29 28 27 26 25 24 23 22 3x4 = 3x4 II 4x4 II 5x5 = 6x6 = 6x6 = I 27-6-0 l 27-6-0 Plate Offsets(X,Y)— [2:0-3-0,Edge],[6:0-2-8,0-3-0],[16:0-3-0,Edgel,[26:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.00 16-17 n/r 180 MT20 197/144 Snow(Pf) 30.0 Lumber DOL 1.15 BC 0.26 Vert(CT) 0.00 16-17 n/r 90 TCDL 15.0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.01 22 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:144 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 7-7-12 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 20-0-8. (Ib)- Max Horz 32=136(LC 15) Max Uplift All uplift 100 lb or less at joint(s)26,27,28,29,30,24 except 32=-318(LC 35),31=-149(LC 16), 23=-958(LC 35),22=-361(LC 17) Max Gray All reactions 250 lb or less at joint(s)32,28,29,30,23 except 25=551(LC 1),26=319(LC 23), 27=271(LC 23),31=425(LC 1),24=330(LC 24),22=2038(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-431/493,3-4=-320/449,4-5=-276/457,5-6=-216/455,6-7=162/452,7-8=-103/455, 8-9=-13/443,9-10=0/443,10-11=-53/463,11-12=-110/457,12-13=-602/1003, 13-14=-462/762,14-15=-272/468,15-16=-301/417 BOT CHORD 31-32=-371/369,30-31=-371/369,29-30=371/369,28-29=371/369,27-28=369/368, 26-27=-369/368,25-26=-367/366,24-25=-367/366,23-24=-367/366,22-23=839/739, 21-22=-667/601,20-21=-342/327,19-20=-342/327,18-19=-342/327 WEBS 9-25=-514/99,8-26=-278/173,3-31=279/229,10-24=-275/168,12-22=-1560/1182, 13-21=-303/313,14-20=-252/244,13-22=-388/310,12-23=-957/1217,14-21=-530/446 NOTES- 1)Unbalanced roof live loads have been considered for this design. ��h OF j�q�s. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; � MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 1-9-0,Exterior(2)1-9-0 to 13-9-0,Corner(3)13-9-0 to 16-9-0, ,'4.• z +'y' Exterior(2)16-9-0 to 28-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forcesQ/010 8,MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 I` ��{� 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry e), S�RpU Tt9RAL rci Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 1' - 4)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=30.0 psf(flat roof snow:Lumber DOL=1.15 ,o,. 0 4-- 83� + Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.10 rlr _ oA his EQ 5)Unbalanced snow loads have been considered for this design. ,� J© -6G\. ' 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs - non-concurrent with other live loads. 7)All plates are 1.5x4 MT20 unless otherwise indicated. Uli 18)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). A9)Gable studs spaced at 2-0-0 oc. 1 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide October 16,2019 r onfbEillt#it bataveetilhe bottom chord and any other members. A1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/03/201S BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing CT�`ylF is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the j 1.4!1'rep fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPl1 Quality Criteria,DSB-88 and SCSI Building Component 16023 Swi Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. ngley Ridge Rd Chesterfield,MO 63013017 Job Truss Truss Type Qty Ply 149 Main 138933082 1902913-29T T1GE COMMON SUPPORTED GAB 1 1 Job Reference(optional) Trussco(North Kingstown), North Kingstown,RI-02852, 8.320 s Oct 9 2019 MiTek Industries,Inc. Wed Oct 16 11:27:49 2019 Page 2 I D:twW kfOvXTcaGzC HoNMcOijye4C 0-ee0M itiZ9CZYJpHfbiVoewydDgkpvxflXV4fgLyS rxu NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)26,27,28,29,30,24 except(jt=1b)32=318,31=149, 23=958,22=361. 13)Non Standard bearing condition. Review required. t o A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of tnisses and truss systems,see ANSIITP11 Quality Criteria,D5B-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply 149 Main 138933083 1902913-29T T1 COMMON 85 1 Job Reference(optional) Trussco(North Kingstown), North Kingstown,RI-02852, 8.320 s Oct 9 2019 MiTek Industries,Inc. Wed Oct 16 11:27:47 2019 Page 1 ID:twWkfOvXTcaGzCHoNMcOijye4C0-iFvcH CgJdaJg4V7GUHSKZVs9lt_RyjS4BbYITySrxw 1-0-0 7-0-0 13-9-0 20-5-12 27-6-0 28-6-0 ]1-0-00 7-0-4 [ 6-8-12 ] 6-8-12 l 7-0-4 T1.0.0 Scale=1:51.9 5x6 = 6.00 12 6 25 26 4x8 i 4x8 4x8 i 24 27 4x8 5 7 4 6 5x5 .5-, 5x5 3 9 210 11 14 12 15 13 3x12 II 3x4 II 3x8 = 4x10 = 3x4 II 3x12 II 7-3-8 I 13-9-0 I 20-0-12 I 27-6-0 7-3-8 6-5-8 6-3-12 7-5-0 Plate Offsets(X,Y)— [5:0-4-0,Edge],[7:0-4-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 30.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.07 12-13 >999 360 MT20 197/144 Snow(Pf) 30.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.12 12-13 >999 240 TCDL 15.0 Rep Stress Ina YES WB 0.93 Horz(CT) 0.03 10 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-MSH Weight:119 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-5,7-11:2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 5-7-1 oc bracing. BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP 2400F 2.0E-H 2-6-0,Right 2x8 SP 2400F 2.0E-H 2-6-0 REACTIONS. (lb/size) 15=2198/0-3-8,10=1007/0-3-8 Max Horz 15=143(LC 16) Max Uplift 15=-310(LC 16),10=-184(LC 17) Max Gray 15=2198(LC 1),10=1114(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-491/896,4-6=-588/192,6-8=-688/163,8-10=-1198/240 BOT CHORD 2-15=-634/512,13-15=-845/563,12-13=-93/1175,10-12=-101/1163 WEBS 6-13=-292/196,8-13=-849/264,8-12=0/270,4-13=-348/1360,4-15=-1983/639 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuft=140mph(3-second gust)Vasd=111mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-9-0,Exterior(2)13-9-0 to 16-9-0, Interior(1)16-9-0 to 28-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=30.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pf=30.0 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Partially Exp.;Ct=1.10 Ir i QF;it4q� 4)Unbalanced snow loads have been considered for this design. 6 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 30.0 psf on overhangs ', r non-concurrent with other live loads. Q XI� CQ/ G" 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. > LW r 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide c. IyS UCT. RAL sso will fit between the bottom chord and any other members. No 283 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 310 lb uplift at joint 15 and 184 lb uplift ,0 9 q .. at joint 10. • •• . / .t-K {�� ,- YVIA/VAAA. October 16,2019 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IMI�,x T lek building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WlI P is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the A.014i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017