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project calcs
, 41 'IRACHIE BULLING SYSTENE, INC. PRQIECT CALCULATIONS CUSTOMER:= "Steve Scoville" PREPARED BY= "Mchael L Prochaska" LOCATION:= "Queensbury>NY" REVIEWEDBY PLCNtivEtER_ "44124,Phase B" FILE COPY BUILDING:_ "c&D" CODIDODY= "2015 IBC with 2017 New York supplement" BUILDING CESCRIPTION BAY WI3TH bay:= 10ft PURLIN BRIDGNG PBridging:= "no" in ROOF PITCH Rom,:=0.25— BULLING HEIGHT height:=8ft+4in ROOF M4TERiAL Roof:= 'SSR° ft BULLING VVID H width:= 30ft PURLIN SPACING Pspace:=5ft ROOF ANCftE 8= 1.19•deg BLUING'LENGTH length:=210ft INT.PARTMONPANEL Ptpa1el:= "es" ROOF TYPE Type:= "Lean-to" flOOR TO FLOOR lower:= Oft INT.LAIERALBRIDGING Bridge:= "no" RISK CAIECICRY UseGtoup:= 'T' Use Tor"I" FOLNMIDN SLOPE Endsbpe:=0% SNOW LOAD SEISMIC LOAD GROUND SNOW LOAD Pg:= 60psf ANALYSIS PROCEDURE EQUNALEVT LATERAL FORCE S NOW E)OSURE CKIEGORY E"c"' ^C" BUILDING FRAME SYSTEM BES= "light Frame Wall wI Shear Panels" S NOW IIVPORTANCE FACT DR IS=0.8 S EISMIIC SHE CIASS Sited,„ "D" THERMAL FACPDR q:= 1.2 S T ORT PERIODSPECIIALAOC. S 0232 S SNOW EXPOSURE 'Partial" I SECOND PERIOD SPEC.'IRALACX. S 1 0.081 ROOF LIVE LQAD Ii:=20psf RAT ROOF SNOW LOAD Pf=40-psf S PECIRAL RESPONSE ACC. SES= 0 25 UNBALANCE SNOW LOAD Punyaia�d= 40•psf SPECIRALRESPONCEACC. SD1 = 0.13 S N0W LOAD USED N DESIGN PS=4Opsf RESPONSE FACTOR Response= 65 RAN SURCHARGE RainSurcharge= 0psf SEISM C DESIGNCATEGORY Seisn>iccc= 1B" WIND LOAD SEISMIC RESPCt SECOFFIC 1ENT CS = 0.04 WIND Vult:= 115mph Vasa= 891mph WIND EXPOSURE CATEGORY End= 'C" EDGE STRIP WINE a= 3ft DEAD WAD CONPONEN S AND CLADDING (Isk thod 2) ROOF DEAD LOAD DR= 2•psf ENDWALLGRT Fm= 30•psf PARTIIICN DEAD LOAD DP= 3•psf SIDEWALLGIRT FSG= 29•psf ADDITIONAL LONG.DEAD[DAD DL= 0psf 1 PURLIN Pp„, ,_ —27 psf ADDIIIONAL TRANS,DEAD LOAD Dr= 0psf 111 MAIN WiNDFORCE(At hod 2) BASE SHEAR LONCTIUDTNAL TRANSVERSE WAIL (Suction and Pressure) Fey= 21.04psf SEISMIC VI, = 19421b VTs =92 Tb ROOF FR= 8•psf WIND VL,,,= 1618 lb Vim,= 6761b P44124b_cd.xmcd 1 5/3/2019 I 'ANCHOR FORMATION Rim DSTANCE EdgeDistance:=3 CONCRETE STRENGTH Concrete:=2500 N:=0.65 Table 3-ESR-3889 $Vs:=0.60 Table 4-ESR3889 $Vc:=0.70 Table 4-ESR-3889 do 375:=0375m do 5:=051n noninal anchor diameter(table 1 ESR 3889) hef 375:= 133in bef 375 3 := 1.75in hef 3 25 1.75in hef5 33:=2.17m effective embedment(table 1 ESR 3889) cac_375:= 5.0in core 375 3 :=63in cac_535:= 33in cac_5 35:=5.9in critical edge distance(table 1 ESR 3889) Lk!,:= 1.0 modification factor forcracked and uncorked concrete(tabel 4 ESR 388' lc,:= 17 effectiveness factorforcracked concrete(table 4 ESR 3889) Np:=Okip characteristic putout strength,cracked concrete(table 4 ESR 3839) le_375:= 133in le_375 3 := 1.75in le_535:= 1.75in ls3s:=2.17m load beating length of anchor(table 4 ESR 3889) Nta 375:=8.730Icip 1 a 5:=20.475kip steel strength m tension(table 3 ESR 3889) Vsa_375 3.465kip Vsa_5:= 8.86(kip steel strength in shear(table 4 ESR3::9) Corner Anchor nc:= 1 number of bolts at column cal c:=2.75in distance between bolts fiom edge 2 s t c:=Om distance between bolts along edge 1 ca2 c:= 2.75in distance of bolts from edge 1 s2 :_()in distance between bolts along edge 2 eic:=Orr► distance from resultant tension Iced to centroid ofanchors in tension ev c:_0in distance from sultant shearload b centroid of anchors in shear Exterior Anchor ne:=2 number of bolts at column cal a := 2.75in distance between bolts nom edge 2 si a:_Oin distance between bolts along edge 1 c a := 100in distance of bolts from edge 1 s2 a:=Sin distance between bolts along edge 2 eN a:=Oin distance from resultant tension lead to centroid of anchors in tension eve:=Oin distance from sultant shearlead b centroid ofanchors in shear Interior Anchor := 1 number of bolts atcolunm cat ;:= 100in distance between bolts fiom edge 2 s t�:=Oin distance between bolts along edge 1 cat 1 IOOin distance of bolts from edge 1 Oin distance between bolts along edge 2 eNj:-O n distance from resultant tension Iced b centroid of anchors in tension eve:=Oin distance fiom sultantshearleed b centroid ofanchors in shear P44124b_cd.xmcd 2 5/3/2019 i �j ill ... ,T. ,"1..-4,,,, c'• > 0 6T. \ G O .g. mad') ANCHOR FORCE SUMVIMRY SHEAR UPLIFT WIND/LCNGHUDINAL/INTERIOR V,,i= 11 lb Na= 260Ib WIND/WNGIIILINAL/EXTERIOR V,iie1=771b N,,,t= 1721b WIND/TRANS VERSE/INTERIOR V,,,it=45 lb Nit= 175 lb WIND/TRANSVERSE/EXIERDR Vµet= 225 lb Net= 313 lb SEISMIC/LOIN GI UDINAL/INTERIOR Vail= 771b Nsi1= -52 lb SEISMIC/LON3FIUDINAL/EXTERIOR Vset=771b Net= 71 lb SEISMIC/TRANSVERSE/INTERIOR "sit= 12 lb Nsit= -245 lb SEISMIC/TRANSVERSE/EXTERIOR "set= 591b N3et= -641b ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(E Ierior) Shear(Interior) Shear(Exterior) Tension'= 847.44 lb Tensionx= 1316.03 lb Shear'=912.63 lb Shearx= 1247.41b Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2 Longitudinal Transverse Interior Anchors Wind AnchorL„l= 032 Wind Anchor`wt= 0.26 Siesmic Anchort_st= 0.08 Siesnic Anchors_st= 0.01 Exterior Anchors Wind Anchor, ,4= 0.193 Wind Anchor, Wt= 0.42 Siesmic Anchore_st= 0.12 Siesmic Anchore_st- 0.05 CormerAnchors Wind Anchor,,,,,t= 0.21 Wind Anchor,„t - 0.21 Siesmic Anchorr_si= 0 Siesmic Anchor = 0 ANCHOR Interior Anchors- "3/8"x 25" Exterior Anchor, = '3/8"x 25' P44124b_cd.xmcd 3 5/3/2019 PANEI.CHECK PAr LCAPACTIY Vag= 53•p1f IONGIRMALSHEAR PANEL REQUIRED Panel engdy,= 36.63 ft LONGIIIJD NAiSFEAR PANEL Panels,= 160ft TRANSVERSE SHEAR PANEL REQUIRBD PanelLengthr= 12.7511 TRANSVERSE SHEAR PANEL Panel/.= 25 ft LONGIILDIVALSHEAR WAIL PanelChedq,_ "ok" (IF PANEL CHECK IS'OK'ND STRAP BRACES REQUIRED FOR LATERALR)RCE RESISTING SYS'IFMBUTSTRAPS TRANSVERSE SHEAR WALL PanelCheckT= "ok" M4YBE REQUIRED FORArICHORING) SWAP BRACES(IF REQUIRED) IONGIR EVAL Straps',= 0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta = 2470.06lb GAUGE OF STRAP Gage = 16 STRAP'MDIH ws Longitudinal Strap Angle Brace„gieL= 39.81•deg Trans erseSbapAngle BraceangleT= 39.81'deg max(Via,Vim) Longitudinal Tension on Strap TL:= if PanelC heckL= "ok",0, cock Braceangk0 TL= Olb Trans\erseTension on Strap TT:= if PanelCheckT= 'bk",0, VTs VTw) cos(Brit ceangleT) TT= 0lb COMPRESSION MEMBER Via VTo OR — OR U�. NIUE vTw „Br•i aq�T height Uplift Arrace.,„7, V E ,J Bra ce„01e bay P;„„. (Note:Compression member to be designed seperately see additional calculations. Compression memeber needed only when Straps'.>0) P44124b_cd.xmcd 4 5/3/2019 PURUN BRIE'NG SPICING PurhBridgeSpace-60 DEPTHOFPLRLN webp:=7 JAMB SUPPORT StubPostJ :_ "no" HEGHTOFHORTZONTAL.BRACM liridgeHeight=4.48ft WIDTH OF INTERIOR COLUMN we bi:= 3.5 C ORM R ODILIvN 1N3RPCED LENGTH(y&t) Cbrace = 2.99 ft SEE WALLCOLUIvN webs:=35 ColurrnNi mbeiw:=2 SUEWALLGIRI webG:- webs CmtNumber:= 1 ENDWALLCIOIUMN webs:=35 ColumnNumbeiEw:= 2 ENDWAI LGRT webGE:=webE EGi tNtunber:= 1 ENDCiOSETC LM4(JEWB) weber:=35 ColwnnNumber := 1 (Use either 35or55 for width cfSide Wall, ENDCLOSETCOLLAVN(1-FR) webEc:-35 ColunutNinnbetEc:= 1 End Wall orEnd Closet Columns) STUB POST I-E EER(L) webH:=9 5.5",9",10"or 12" 1\tmbersHL:= 1 STUB POST FEADER(S) web :=53 5.5",9",10"or 12" lvbmbersjs:= 1 LOAD C10MB1NATIONS IC1=D+MAX(S,Lr) EQUATION 16-10 IC2=D+MAX(.75S,.751r) EQUATION 16-11 ID=D+MAX(.6W,.7E) EQUATION 16-12 LC4=D+..45W+M (.75S,.75Lr) EQUATION 16-13 LC 5=D+.525E+.75S EQUATION 16-14 LCJ6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURIN INFDRMATICN PURLINLOACS UNFORMLOAD 1 REACIIDN MOMENT Isr1 wpwrin1 -212•plf Rpwjjnj = 10581b WA,j = 26451b•ft I wp n4- 183•plf Rp, n4= 9171b Mtp,u,jin4= 2291 Ib•ft 1L6 wPw1in6— —76•pif Rpurlin6= —3791b 114„6 i6= —9481b1 IC6 % niin6e = —103•plf Rputtn6ea = —4491b RPiujin6eb= —3911b 14'w6n6e = —12911b•ft PURLIN IvvmbeI,R= '7 x 16ga,501csi Cee Pu tin" 1ntpR- 0.879 LxpR= 1185in LypR= 1185•m I.tpR= 1185•in Lyppj g = 1185•in Lrpp_1Cg a 118.51n STUB POST HEADERS STUB POST HEADER LOAM REACTION MOMENT IC1 RHI - 10581b Nif11 = 5290Ib•ft IC4 RH4- 9171b Mat= 4583Ib•ft IDS RH6= —3791b Mf1.16= —1895161 MEMBER SUES INTERACTION LENGTH STUB POST HEADERS M+mberll= '9 x 3.2 x 14ga 50 ksi Stub Header" lntH= 0.915 HeaderLength= 10ft STUB POST HEADER BRACING LxH= 124in LyH= 120 in LtH= 120•m SMALLSTUB POST HEADERS lv mberrs= "55 x 32 x 18ga 33 ksi Stub Header" IntHs= 0.902 SHLength= 5ft SM4LLSTUBPOSTHEADIRBRACING Lxls= 60•m DiHs= 60•m Iris= 60•n P44124b_cd.xmcd 5 5/3/2019 INTERIOR COLUM'S INTERIOR COLUMN LOADS ANAL LOAD MOMENT [Cl P11 = 21161b Nt11 = 0 L3 PB = 391lb hB= 0 LC4 P14= 1830 lb MA 188.091b•ft (Ivbmentdue to 5 psf hori2ontalload) LC5 Pb= 17101b N = 188.091b•ft Iv€M3ER STIES INTERACTION INTERIOR COLUMN Mhmbetl= '3.63 x 2 x 16ga,50 ksi Interior Colunm" Intl- 0.784 INTERIOR COL UNN BRACING NG Lx1= 101•in Ly= 12•in LEI= 101•in JAMBS JAM3LOAD6 ANAL LOAD MOMENT LC1 PJamb1 = 10581b NA LC3 1 Jamb3a = 305 lb Marnb3a a 1851b•ft LC3 PJamb3b = 1661b NA L04 PJamb4= 997 lb 14i4= 1391b•ft LC5 PJamb5= 893lb NA JAIvBUNIFORMLOAD swi„ = 160-pif vvEWJa = 91•plf JAMS APPI]ED MOMENT JambNbment= 1851b•ft EWJambNbment= 1051b•ft JANB ANAL LOAD PJamb1 = 10581b JAMBMDMENTCAPACTIY M;a ap= 971 lb•ft JAMB AXIAL CAPACITY P „,bcap= 5691 lb JANECHECK JambOieck= "ok" EWJambCheck= 'bk" WElv)BER SIZES ENDWALLHEADERMDMENT CAPACTIY EWheadermo renal t= 2922 lb•ft ENDWALLHEADERAPPLIEDMEMENT EWheder nrapp = 26451131 LARGE END WALLHEADERCHECK EWheader check16= "16in EW Header O.K" EWheader check22= 72in EWHeaderO.K" SEE WALLCOiJMS SEE WALLIOAD6 ANAL SEE WALLM)IvENT LC1 Psw1 = 1058 lb Kw= 0lb•ft LC3 PSW.i = 305lb 1S A Psw4= 99716 MEtvBER SIZES INIERACHON SDE WALLCOLUMN Mhmbersw= '3.63 x 15 x 18ga 33 ksi Colunm" lots W- 0366 SEE WAiLCDLUMs1BR?CIN Ixs= 108•in Lys= 36•in Its= 36•in P44124b_cd.xmcd 6 5/3/2019 ENDWALLCCLUMNS ENDWALLIOADS ANAL LOAD LNFORMLDAD NDIVENT LC1 PEwi = 10581b NA NA ID PEw3 = 305 lb wEw3 = 63•p1f 1 = 6331b•ft LC4 PEw4= 9971b wEW= 47•plf IvlEyyq=4751b•ft IvE1vFER SUPS INTERACTION EI)WAILCOLLM'4 IvEmbei = '3.63 x 1.5 x 18ga 33 ksi Column" lntEw= 0.947 ENDWAILOOUIVN TRACING LxE= 101•in LyE= 41•in LtE=41•in GRTS GRIT LOAES UNFORMLOAD ENDREACHON NM/ENT SEE WALLGRT IN MDZONE wGs = 541f RGS = 2621b Nobs = 65511A SEE WAILGRTINH�7ANE wG3e= 62•plf RCi5e= 3121b '3Se=7791b•ft GIRT IN MDZONE wGE= 62•plf RGE= 310lb = 1941b•ft GRIT IN END2DNE wGpe= 75'p1 RGEe= 3771b IVhEe= 2351b•ft MENDER SIZES INTERACTION SEE WALLGRT(ME)) l tmberGs = "3.5 x 1.75 x 16ga 50 ksi Girt" IntGs = 0.612 ENDWATLGIRT(END) 1v mberGE_ '3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.348 SEE WALLGR2TBRACIN3 LxG= 119•in LyG= 12•in LtG= 119•in ENDWAILGIRTBRPCZNC' IxGE= 59•in LyGE= 12•in LGE= 59•in STUD6 STUDS PACING StudSpacing= 16•in STUDLDAE6 UNIPORMIAAD M)IvE T SEE W4LS11JDIN MI)ZONE axi= 25 pff Kad= 2491b•ft SEE WALLSTUD IN ENDZONE wSaede = 311R' Kwde = 307Ib•ft NEWER SIZES INTERACTION SEE WALLSTUD Ivvmbers _ '3.625 x 2 x 20ga 33 ksi Stud" Ints =0.533 SEE WALLSTUBBRACINU' LxSa,d= 108in Lysi„d= 36•in LtSwd= 36•in FOLNDATION INFORMATION IN1FRIOR CJOI UNN RIACIICIs6 GRAVITY Pam,j11e1i„= 21161b UPLIFT Pupiu= 3351b EXTERIOR OOWM's1 REACTIONS GRAVITY Pdewn_exterior= 1058 lb UPLIFT Pap ex= 3501b ALLOWABLE BEARING PRESSURE BeatingPcessum= 1500•psf SLAB THICKNESS Slab= 5.5 in PAD WEAN Padw= "tea" PAD DEPTH Pad')= "na"in P44124b_cd.xmcd 7 5/3/2019 CLISIUIvER= "Steve Scoville" PLAN NU 3ER= 1344124,Phase B" PREPARED_BY= "Mchael L Prochaska" LOCATION= "(keens bury,NY" BUILDING= 'C&Er ROOF INFORMATION WIN)PRESSLA2ES SNOW LOAD ROOF PITCH Rpitch= 0.25 in+ft PURIM GROLND SNOW TOAD Pg-60•psf ROOF TYPE Type= 'Lean-to" SNOW EXPOSURE CALEOORY Es = nC" Pressure FP„d;,, = 9.83•psf PosPLRLN SPACING PspaCe = 5 ft SNOW TIVPCRTANCE FACTOR Is 0 0.8 Fleantopos = 9.83'psf BUILDING DIIv1F1�SION5 Sty F _ -27.27 psf RAN SURCHARGE RainSutoharge= 0psf BULLING HEIGHT height= 833 ft S NOW IAAD USED N DESIGN ps=40•psf Fteanto = -27.27psf BULLING WIDTH width= 30 ft WIND LOAD Suction end Fpuriinend = -36.43•psf BULLING IENUTH length= 210ft WIND VELOCITY Vult= 115•mph Fteantoend= -36.43•psf HEIGHT TO FLOOR biter= 0 Vasa= 89•raph SEEWALL GRTS BAY"WD3TH bay= 10ft WIND EXPOSURE CATEGORY Swim= "C" Pressure FSGpos = 26.6&psf DISTANCE TO RIDGE ridge= 30ft Suction mid -29.24psf SE1.SIv9C 1DAD FSG�g= HIGH SDEEAVE HighSide = 8.96ft SEISMIC SITECIASS S cuss = nu Suction end FSG.end= -34.7&psf PARTITION PANEL NFORMATION S1ISMC USE GROUP theGroup= IT' ENDWALL GRTS INT.PARTMONPANEL Ptpaner= "yes" SI�CIRALACC. Ss= 0.23 INT.LATERAL BRIDCNG Bridge= 'ho" Pressure Fps = 27.7 psf SPECIRALACC. SI =0.08 Suction mid Fie 30.35•psf C BRIDGE HT BridgeHeight= 53.75•in g - - S�= 0.247 Suction end F6 SPECTRAL ACC. LONGIIUDNALPANEL Panel',= 160ft. G.end= -36.89psf SDI = 0.130 EdNDCi_106ET°GLUM% SPECTRAL ACC. TRANSVERSE PANEL. Panel.= 25 ft RESPONSE FACTOR Response=65 PANEL@ COLUM4 BlankWallPanel= "yes" Pressure F = 2886psf Seismic '8" DESIGNCATEGORY DC_ ClosetSWPanel= 'Ses" Clos etEWPane I= "yes" Suction mid F eg= -30.09 psf RESPONSE COEI TEEM cs= 0.04 Suction end FBC.end = -38.65•psf PANELONI SIDEOR2 PanelSide = 1 AD IDAD DOORS LONG.PARTMONHT. PaditionHeight= 838 ft ROOF DEAD LOAD DR= 2 psf ANCHOR NFORMATTON Fd = 25.14 psf WALL PAR ITIIONDEADLAAD Dp= 3•psf EDIT DISTANCE EdgeDistance = 3 ADDITIONAL 10NG.DEAD TOAD DL= Opsf Pressure - 21.04•psf CONCRETE SiRENG H Concrete = 2500 ADDIIIONALTRAN.DEAD LOAD Dr=Opsf Suction Fy, eg = -14.8•psf INT 4= 1 ANCHOR SUMMARY INT.SPACING STUDS Interior Anchor Spacing= 24 SHEAR UPLIFT Suction mid Fst eg = -31.05•psf EV = 2 Shearwu= 11 lb Upliftwu= 335Ib EXT.SPACING Exterior Anchor Spacing= 55 Suction end Fsmdend = -38.22 psf JAMBS Shearer= 45 lb Uplift = 250lb FOUNDATION INFORMATION Shearer= 40Ib L1pliftpl= Olb Slab= 55•m F•mb= 26.66'psf Padw_ 'ha"inFEw „t,= 30.35 psf Shearer= 6Ib Llpldl = Olb ROOF Shearwix= 77lb Upl'iftwX= 210Ib PadD= 'ha".in Pdow anterior = 2116 lb Pd _exte = 1058 lb I = 8 psf Sheal = 225lb Uplift = 350Ib Shear==401b Upliftax= 41 lb Pu •p mt = 3351b Pup e>a= 3501b Shear{= 31 lb Uplift c= 0lb P44124b_cd.xmcd 8 5/3/2019 , • NUMBER OF IVE,IVBERS USED STRAP BRACES(IF RB)UIRED) CHECKS #SW GRTS Girtnumber= 2 GAGE OF STRAP Gage= 16 LONG.PANELREQD PanelLengthL= 37 ft #EWGIRTS EGumber= 2 GAGEOF COLI Gagec= 16 TRAN.PANELREQD PanelLengthT= 13 ft it JAMB GIRTS JambSuppoits= 2 WI13IH OFSTRAP ws = 2•in LONG.SHEAR WALL PanelCheckL= "ok" EWJambSupports= 2 IONGITUDVAL StrapsL= 0 TRAN.SHEAR WALL PanelCheckT= 'bk" #SWOOLUIVN Colu nMMunbersw= 2 TRANSVERSE StrapsT= 0 LOCALFAILURE PaneiCheck= 'bk" It EW OOLIJNN ColwrnNumberbyy= 2 BASE SHEAR INFORMATION JAMB CHECK JambCheck= "ok" #OW OOL.LIVN ColumnNumber8c= 1 EWJambCheck= bk" V 16181b V 6761b 160/EFADER VD„,= Tw ROOF PANEL RootPaneK heck= 'bk" #EWC OOLI MV ColumnNumbeftwc= 1 Vis = 1942113 VTs = 921b DOOR CHECK MdZoneDoorCheck= '944 ok" #FADERS IVbmberst p = 1 OTHER INFORMATION it OF HEADER SC. NumberoffleaderScrews= 2 #S.FADER Ambers/is= 1 HEADER @ SW StubPostSW= 'Ito" FOUNDATION SlabChecicG= "ok" #OFGIRTS CrirtNumber= 1 P BRICG SPACE PudinBridgeSpace= 60 EGirtNumber= 1 SlabQrecku= 'bk" BLANK WAIL Blankwall= 'high" PadCheckG= 'bk" EWSPA:ING EWspace = 5ft PadQieck,j= 'bk" STUDS PACING StudSpacing = 16•in EW HEADER EWheader check16= "16in EW Header OK" EWheader check22= '22in_EW Header O.K" I Biidgingp:_ "No Ridging" if PBridging= "no" 'Solid Bridging Every Bay @ 5'o.c.ifBay is Greater than 13'or @ midspan if 13'or less" if PRidging = "yes" P44124b_cd.xmcd 9 5/3/2019 CODFBODY= '2015 IBC with 2017 New York Supplement" PREPARED BY= Ivichael L Prochaska" CM:MR OWR= 'Steve Scoville" LOCATION= 'Queensbury,NY" PLAN_NUNBER= 1344124,Phase B" S NOW LOAD SEISM SEISMC LOAD GROUND SNOW LOAD Pg = 60•psf SEISIv><C USE GROUPLiseGrtoup= 'T' CONIROIi1VG ROCB LOAD SNOWEXPOSURE CA[EGORY V' SPECTRAL ACC. POSIINE RooiPressureP=40 psf Esnow= SS= 0.232 NEGATIVE RoofPressuzeN= —22•psf SNZIWINPORTPANZE FACTOR IS= 0.8 SPEC-ACC. S 1 = 0.081 WIND LOAD SPECTRAL ACE. SIB= 0.247 STRAP BRAGS(IF REQUIRED) ` )vaoary V„h a 1151* SPECTRAL ACC. SDI = 0.130 LONGITUDINAL Stram,. 0 Vasd= 89111Ph SEISMIC SHE CLASS Siteeiass = 'D" TRANSVERSE StrapsT= 0 WIND EXPOSURE CATEGORY F.,wd = PC" DFSIGNCATEGORY Seismicx_ "B" Transverse straps are sets per bay BUILDING IIsfORNWTION BU LLII. _ 'C&D" EAVEHEGHT height= 8.3311 ROOF PITCH Roth= 025in+ft BAY WIDTH bay= 10ft BULLING WIDTH width= 30 ft ROOF TYPE Type = 'man-to" HEI3HT TO FLOOR length= 210ft bwer= 0 BULLING LENGTH PURLIN SPACING space = 5 ft SUMMARY PL�IINS OutputpR= '7 x 16ga,50ksi" Roof= 'SSR" PL)RIIN BRIDGINGgingP= 'No Bridging" STUB POST HEADER Outputfl= '9 x 14ga 50 ksi" N0.OF STUB HEADERS NbmbersEL= 1 LENGTH OFHEADER HeaderLength= loft MNINLIMNU1vBEROFSCREWS NumberofileaderScrews= 2 SMALL HEADER Outputs= "55 x 18ga 33 ksi" LE431H=FURLuN93A)N3 INTERIOR COLUMNS Output'= '3.63 x 2 x 16ga 50 ksi" HORIZ.ONTALBRACING Bridge= "no" BIANKSIDE WALLOOIIM'S/ EW CORNER COLUvI'S OutputSw= '3.63 x 18ga 33 ksi" BIANICIIND WALL OutputEw= '3.63 x 18ga 33 ksi" ENDWAILSPACING EWspace= 5ft SIDE WALI.GIRTS atpUtGS = "35 x 16ga 50ksi" ENDWALLGIRTS OutputGE= '33 x 18ga 33ksi" STUDS Output5ud= "3.63 x20ga 33 ksi" STUDS PACIN StudSpacing= 16in LARGE END WALLHEADERCHECK EWheader chedd6= "16in_EW Header OK" EW1reader_check22= "22in EW Header 0.K" ANCHOR INTERIOR ANCHORS Anchor,_ "3/8"x 23"" n;= 1 numbe r of interior anchors EXTERIOR ANCHORS Anchore = '3/8"x 2.5'"' ne = 2 number of exterior anchors FOUNDATION SLAB THIC N SS Slab= 53•in PAD WIDTH Padw= "na"in PAD DEEM PadD= "na"•in ALLOWABLE SC*LBEARIN3 PRESSURE BearingRessure= 1500•psf ANCHOR BOLT PLAN GRAVITY UPLIFT SHEAR 11 FOR WADS ROUND UP INTERIOR OOL.UVN INTGRAV= 2116 lb INTOp= 334.69 lb INTS AR= 45.05 lb TO NEXT 50 IBS EXTERIOR GOWN EGRnv= 1058 lb EXTUp= 350.241b E XrSHEAR= 225.24lb P44124b_cd.xmcd 10 5/3/2019