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building calcs , 1RAl H B 11.. )II' J SYS 1Li1VB, 11 TC. PROJECT CALCULATIONS CUSTOIVER:_ "Steve Scoville" PREPARED BY- "Mchael L Prochaska" LOCATION:= 'Queensbury,NY" REVIEWED BY PLANNIM3ER:_ T44124,Phase B" FILE COPY BULI]ISU:_ "C&I7' CODEBODY- '2015 IBC with 2017 New York Supplement" BUIIJ 1IS 3 T)FSCRIPTION BAY WIDTH bayl Oft PURLIN BRIDGNG P := gmg:_ Ito" ROOF PITCH Rpitch:=0.25 in BULLING HEIGHT height:=8ft+41n ROOF MATERIAL Roof:_ 'SSR" ft BUILDING WIDITI width:— 30ft PURLIN SPACING P _5ft space• ROOF ANGLE 0= 1.19deg BULLING LENGTH length:-210ft INT.PARTIIIONPANEL ptpanet:— ),es" ROOF TYPE Type:= lean-to" FLOOR 10 FLOOR lower:= Oft INT.LATERAL BRIDC'NG Bridge:= "no" RISK CATEGORY UseGroup:— 1" Use'T'or"II" FOUNDATION SLOPE 0% Flidslope :_ SNOW LOAD SEISMIC LOAD 60GROUND S NOW LOAD Pg:= f ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SNOW EN OSLRE CATEGORY Esnow:— "C" BUILDING FRANC SYSTEM BFS— "Light Frame Wall id Shear Panels" S NOW IMPORTANCE FACTOR IS= 0.8 SEISMIC SHE CLASS Skeciass:_ TY THERMAL FACTOR q'= 12 SHORT PERIODSPECIIALAOC. SS 0.232 SNOWEXPOSURE Exp:= "Partial° 1 SHI)ND PERIOD SPECTRAI.ACC. S 1 0.081 ROOF LIVE LOAD IT:-20psf FIAT ROOF SNOW LOAD Pf-40•psf SPECTRAL'RESPONSE ACC. SDS = 0.25 UNBALANCE SNOW LOAD Ptmhalanced - 40•psf S PECIRAL RES PONCE ACC. SDI "" 0.13 SNOW LOAD USED N DESIGN PS=40•psf RESPCNS E FACTOR Response — 65 RAN SURCHARGE RainSuncharge= 0.psf SEISMIC DESIGNCATEGORY Seisnucrc_ 'B" WIND WAD SEISMIC RESPONSE COFFICIENT Cs - 0.04 WIND VELOCITY V„h:= 115mph Vasd= 89•mph WIND EXPOSURE CATEGORY Ewind— ti" EDGE STRIP WESIH a= 3 ft DEAD WAD COMPONENTS AND CLADDING (tvlr thod 2) ROOF DEAD LOAD DIt= 2•psf ENDWALLGRT FEG— 301)sf PART7IION DEAD LOAD DP= 3•psf SLEWALLGIRT FSG m 29psf ADDITIONAL LONG.DEAD LOAD EL- OPsf PURL1N Fmk_ 27 f ADDITIONAL TRANS,LEAD LOAD Dr— 0psf MAIN\MNDFORCE(ty shod 2) BASE SHEAR LONQIUDINAL 1RAI'6VERSE WAIL (Suction and Pressure) Fly= 21.04,psf SEISMIC V 1942 lb V 921b Is = VT, ROOF FR- 8•psf WIND VIa„= 16181b VTw= 6761b P44124b_cd.xmcd 1 5/3/2019 ANCHOR IDRMATION EIXE DISTANCE EdgeDistance:—3 CONCRETE STRENGTH Concrete:= 2500 �N:-0.65 Table 3-ESR-3889 41 Vs:=0.60 Table 4-ESR-3889 4)Vc:=0.70 Table 4-ESR-3889 d0 375:-0375in do 5:-05in nominal anchor diameter(table 1 ESR 3889) hef 375:- 133in hef 3753:- 1.75in hef 5_25:- 1.75in hef S 3.5:—2.17m effective embedment(table 1 ESR 3889) cac_375:— 5.0in cac_375 3 :- 63in cac_5 25:= 33in cac_5 35:-5.9in critical edge distance(table 1 ESR 3889) gra,:— 1.0 modification factor forcracked and uncraked concrete(tabel 4 ESR 388' kc:= 17 effectiveness factor forcracked concrete(table 4 ESR 3889) Np:_Olcip characteristic pulout strength,cracked concrete(table 4 ESR 3889) le_375:— 133in le_3753 :- 1.751n le_5_25:= 1.75in le_535:=2.17in load bearing length ofanchor(table 4 ESR 3889) Nsa_375:-8.7301dp Nsa5:=20.475kip steel strength in tension(table 3 ESR 3889) Vsa 375 :- 3.4165Icip Vsa 5:-8.860Icip steel strength in shear(table 4 FSR3::9) Corner Anchor ne:— 1 number of boles at column cal c:= 2.75in distance between looks from edge 2 s 1 :-Oin distance between bolts along edge 1 ca2 c:—2.751n distance of bolts from edge 1 82 c:=Oin distance between bolts along edge 2 eNCc Oin distance from resultant tension load to centruid of anchors in tension ev c:-Om distance from sultans shearload to centroid ofanchors in shear Exterior Anchor no:— 2 number of bolts atcoi nrm cal a :=2.75hr distance between bolts from edge 2 81 a:-01n distance between bolts along edge 1 ca2 a :- 100in distance of bolts from edge I s2 a:- 5m distance between bolts along edge 2 else:=Oin distance from resultant tension load to centroid of anchors in tension ev a:—Oin distance from sultantshearlcad to centmid of anchors in shear Interior Anchor := 1 number of boks at column ca1 j:= 100in distance between bolts&omedge 2 s 1 Oin distance between bolts along edge l ca2 i:= 1001n distance of bolts from edge 1 s2� Our distance between bolts along edge 2 eN1;-Oin distance from resultant tension load to centroid of anchors in tension e1,1:=01n distance from sultant shearlcad>o centmid of anchors in shear P44124b_cd.xmcd 2 5/3/2019 ANCHOR FORCE SLRvMMRY SHEAR UPLIFT WIND/LONGLIUDINAL/Roll-RIOR V - 11 lb N,,i1= 2601b WIND/LONG TIJCINAL/EXTERIOR V„I=771b Nei= 1721b WIND/TRANSVERSE/INTERIOR VWit=45 lb Nit= 175 lb WIND/TRANSVERSE/EXTERIOR Vuet= 225 lb Net= 313 lb SEISMIC/L:ONGTIUDAIAL I IMERIOR Nisi'=771b Nil— —521b SEISMIC/TANGITUDRNIAL/EXTERIOR Vsel -771b Nsei= 71 lb SEISMIC/TRANSVERSE/INTERIOR Vsit= 12Ib Nit- -2451b SEISMIC/TRANSVERSE/EXTERIOR Vset= 591b Nut= -64lb ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(Die nor) Shear(Interior) Shear(Exterior) Tension)- 847.44Ib Tensionx- 1316.03 lb Shear!- 912.63 lb Shearx= 1247.4lb Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear<1.2 Longitudinal Transverse Interior Anchors Wind Anchor,_,4= 0.32 Wind Anchor,-"- 0.26 Siesmic Anchor,si= 0.08 Siesmic Anchor'Lst= 0.01 6deriorAnchors Wind Anchor w= 0.193 Wind Anchore_Wt- 0.42 Siesmic Anchore si- 0.12 Siesmic Anchore_st= 0.05 Cormer Anchors Wind Anchore2,0- 0.21 Wind Anchor,_,"= 0.21 Siesnac Anchore sl = 0 Siesmic Anchorc_st- 0 ANCHOR Interior Anchor,_ "3/8"x 25"" Exterior Anchor, - '3/8"X 25'm P44124b_cd.xmcd 3 5/3/2019 PANEL CHECK PANELCAPAC7IY Vap= 53•pif LONGIILIDNAL SHEAR PANEL REQUIRED PanelLengthL- 36.63ft IO1.U11 ANALSHEAR PANEL PanelL- 160ft TRANSVERSE SHEAR PANEL.REQUIRED PaneW.ength r- 12.75 ft TRANSVERSE SHEAR PANEL. Panelr- 25 ft LONIGIIUDNALSHE4R WALL PaneIQ1eckL- 'bk" (IF PANNEL,C}I CIC S ODIC'NO STRAP BRACES REQUIRED FOR LAT RALFORCE RESISTING SYSTEMBUI STRAPS TRANSVERSE SHEAR WALL PaneKheckr= 'bk" MAYBE REQUIRED R)R ANC I-DRING) STRAP BRACES(IF REQUIRED) LONGITUDINAL StrapsL= 0 TRANSVERSE StrapsT a 0 Allowable Tension in Strap Ta = 2470.061b GAUGE OF STRAP Gage = 16 STRAP WIDTH ws= 2•in Longitudinal Strap Angle PraceangieL= 39.81•deg T►anslerse Strap Angle BraceangteT= 39.81•deg max(Vim,Vb,,) Longitudinal Tension on Strap TL:= if Panel Check= bk",0, cost BraceangieL) TL Olb Translerse Tension on Strap TT:= if PanelCheckr= bk",0, VTs VTw) cos(Brace angleT) TT= Olb COMPRESSION M EMBER VT, OR --- OR —r - _ -- Uplift height _�-II vv Arrace:" Br• eo.geT I. .1 Bra ceo,9,, boy P (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when Strapsr>0) P44124b_cd.xmcd 4 5/3/2019 INPUT VALUES PURLIN BRIDGNG SPACING PudinJ idgeSpace— 60 DEPTH OF PURLN webp:—7 JAMB SUPPORT StubPostJ:= "no" HEIGHT OFHORODNTALBRACNG 13tidgeHeight— 4.48ft WIDTH OF INTERIOR C'OLLAvN webi: 3.5 CORNER COLINN UNBRACED LENGTH(y&t) mace - 2.99 ft SEE WALLCOLUvN webs:-35 Cok trntNumbeiw:—2 SDEWAILGIRT webG:- webs GuttYumber:= 1 ENDWALLCOUM4 webE:— 35 CohunnNu nbeq :=2 ENIYVMILGRT HebGE:=webE FGntIslumber:- 1 ENDC OSETCOUJ1vN(JAMB) webEw:= 33 ColumnIslumbei := I (Lase either 3.5 or55 for the width ofSide Wall, ENDCWSETODU NN(HER) webEc:=3.5 Col unnNumbei:= 1 End Wad or End Closet Columns) STUB POET HEADER(L) webH 9 5.5",9",10"or 12" M mbei 1 ,:- 1 STUB POET HEADER(S) webH,:=53 5.5",9",10"or 12" lvbmbeisHs:- I WAD COMBINATIONS ICI =D+MAX(S,Ir) EQUATION 16-10 Lf2=D+MAX(.75S,.75Lr) EQUATION 16-11 LC3=D+MMX(.6W,.7E) EQUATION 16-12 LC4=D+..45W+MAN.75S,.75Lr) EQUATION 16-13 LC 5=D+..525E+.75S EQUATION 16.14 1L6=.6D+MMX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURIE INFORMATION PURLIN LOADS UNT ORMLOAD ENDREAC110N 1VDIvENT ICI wp„,*,t = 212•plf Rm.,l = 10581b Wean' — 26451b•ft IC4 wpii1in4— 183•p!f Rpn, 4= 9171b IV1p<„fi„q= 2291 lb•ft LC6 wp nb— —76 plf Rpu,iin6- —3791b Iv n6— —9481b•ft LC6 wp, r6e _ —103•plf RPudin6ea = —4491b Rpudin6eb= —391 lbufm6e = —12911b•ft PURLIN 1vbmbetpR= '7 x 16ga,50ksi Cee Purim" IntpR—0.879 LxpR— 1183.in LypR= 1185in ItpR= 1185•m Lypkin = 1185•in L,pRneg= 1185•in STUB POST HEADERS STUB POET HEADER WADE REACTION IvDIvENT LC1 RHl — 10581b Mfg = 52901b•ft ICfA Rliq— 917Ib Iv1.i4-4583Ib•ft 105 RH6= —3791b 16= —18951b•ft IvEIVBER SIZES INTERACTION LENGTH STUB POET HEADERS IvbmberH— '9 x 3.2 x 14ga 50 ksi Stub Header" lntH- 0.915 Headedength= 10ft STUB POST HEADER BRACING LxH— 120in LyH= 120•in ItH= 120•in S MALL STUB POST HEADERS Ivbmbei= '55 x 32 x 18ga 33 ksi Stub Header" IntHs= 0.902 SHLength— 5 ft SM6ILSTUB POST HEADER BRACING LxHs- 60•in LyHs— 60•in LIFE- 60•in P44124b_cd.xmcd 5 5/3/2019 INIII8OR QLUM6 INI ERIOR COLENN LOADS ANAL LOAD MDNENT LC1 P11 - 21161b = 0 LC3 PB = 391Ib MB = 0 IDh P14- 1830 lb N1i4— 188.091b•ft (IWmentdue to 5 psf horizontal load) LC5 Pg— 17101b M1j3= 188.091b•ft 1vElvl3ER SUES INTERACTION INIIRIOR OOL.UMN Amber/= '3.63 x 2 x 16ga,50 ksi Interior Column" Inij-0.784 INIFRIOR COLUMN BRACING Ixt= 101•in I = 12•in Lt(= 101•m JAMBS JAMB LOADS AXIAL.LOAD M)N€NT LC1 1 Jambi = 1058Ib NA LC3 PJamb3a - 305lb I4aml,3a = 1851b•ft LC3 PJamb3b — 1661b NA LC4 PJamb4= 997Ib Miamb4= 139Ib•ft IC5 PJamb5- 893Ib NA JAMBLII`dPORNIIDAD swJamb plf- 16O wEWJamb = 91•p1f JAMB APPLIED NO ENT Jambhtnent= 1851b•ft EWJambMbment= 105Ib•ft JAMB AXIAL LOAD PJamb1 - 1058 lb JAMB NDNENTCAPACIIY Ma„,bcap= 971 lb•ft JAIv8 AXIAL CAPPGTTY Pjambcap— 5691 lb JAMBCI-ECK JambCheck= 'bk' EWJambCheck- 'ink" NENBER SIZES ENDWALLHFADER M)NENT CAPACTIY EWheader 1e flat— 2922lb•ft END WALLHEADERAPPLIEDNIOMENT EWhedermanemaw = 26451b•ft LARGE END WALL HEADER CHECK EWheader checkl6= "16in EWHeaderO.K" EWheader check22- '22in EW Header O.K" SUE WALL C OLIM'S SEE WALLIDADS AXIAL SEE WALLM)NENT LC1 PSwi — 1058Ib lvkw— Olb•ft LC3 Pg = 305Ib LCA Ps = 997lb NENBER SUES INTERACTION SEE WALLCOLIJNN Nbmbersw= "3.63 x 1.5 x 18ga 33 ksi Column" Inttgr— 0.366 SEE WAIL COLUNN BRACING Lxg= 108•in Lys= 36•in Ltt = 36•in P44124b_cd.xmcd 6 5/3/2019 ENDWAIL,OOL.L11v 1 ENDWALLLOADS ANAL IDAD IN ORMUOAD MOMENT [Cl PEWI = 10581b NA NA LC3 PEw3 = 305 lb wEW3 = 63•p1f hobo= 6331b•ft 1SA PEW4= 9971b wEW4=47•plf I t-w4-475Ib•ft IvEMBER SIZES INIERACIION END WALLOOLUIvN IvkmberEw_ '3.63 x 15 x 18ga 33 ksi Column" IntEW- 0.947 ENDWALLCOLIJNN BRACING LxE= 101•in LyE= 41•in LtE= 41•in GRTS GRT LOADS UNIFORMIDAD ENDREACIION IVIDIVENF SUE WAILGRT IN MDZDNE WGs= 52•plf Ra = 2621b ASS = 6551b•ft SUE WALLGRT IN END ZONE wGSe= 62•p1f Rae= 3121b 1Vbse =77911)•ft GIRT IN MDDONE WGE- 62•p1f RGE= 310Ib E= 1941b•ft GIRT IN ENDOIONE wGEe- 75'plf RGEe= 3771b AtE,= 235lb•ft MEMBER SUES INIFRACIION SUE WALLGIRT(Iv®) IvEmberGS = '3.5 x 1.75 x 16ga 50 ksi Girt" Inter = 0.612 END WALLGIRT(END) mberGE_ '35 x 1.75 x 18ga 33 ksi Gut" IntGE= 0.348 SUE WALLGRT BRACING LAG= 119in LyG= 12•in LIG= 119in ENDWALLGIRTBRACN3 LxGE= 59•in LYGE= 121n LIG,E= 59•in STUDS STUDS PACING StudSpacing= 16•in STLIDUOAD6 UNIFORMWAD IvDMENT SUE WAIL STUDIN MD ZONE wSwd- 251p1f mad= 2491b•ft SUE WALLSTUDINENDZONE WSu,de - 311plf I wde = 3071b•ft MEMBER SUPS INTERACTION SUE WALLSTUD Ivbmbersmd= '3.625 x 2 x 20ga 33 ksi Stud" Intsmd=0.533 SIDE WAILSTUBBRACING Lxstud= 108•in Iystud= 36•in ltSaad= 36•in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY PdowrLinterior = 2116 lb UPLIFT Pup mt = 3351b EXTERIOR COLUMN REACTIONS GRAVITY Pdown exterior= 1058 lb UPLIFT Pup en- 350lb ALLOWABLE BEARING PRESSURE BearingPmssure= 1500.psf S LAB T CKNESS Slab- 55 in PAD WID11-1 Padw= 'ha"-in PAD DEPTH PadD= "na"•in P44124b_cd.xmcd 7 5/3/2019 CUSTOIvER "Steve Scoville" PLAN NUMBER= "P44124,Phase B" PREPARED_BY= "Michael L Prochaska" LOCATION— 'Queensbury,NY" BUILDING- 'C&IY' ROOF INFORMATION WIND PRESSURES S NOW LOAD ROOF PITCH Rp tch=0.25•hr+ft PLIRLTS GROUND SNOW LOAD Pg=60 psf ROOF TYPE Type= "Lean-to" S NOW EXPOSURE AIF.GORY _ 'C" Pressure Fpudinpos — 9.83•psf PURL IN SPACING Pspace = 51 SNOW IIvPORTANCE FACIE* Is- 0.8 Fleantopos ` 9.83'psf BUILDINGBUILDING DIMENSIONS Suction mid Fp„, ,_ —27.27 psf RAIN SURCHARGE RainSutcharge- 0•psf BUILDIi��IG HEIGHT height= 833 ft SNOW WAD USED IY DESIGN ps-40 psf Flew()` —27.27psf BUYDINC WIDTH width= 30 ft WIND WAD Suction end Fputiinend— —36.43•psf BUILDING LENGTH length= 210 ft WIND VEIDCIIY Vt,g— 115•mph Eleantoend 36.43•psf HEGHT TO FLOOR lower= 0 S IDEWALL GRTS Vaw` 89.mph 'MNDQ�OSURECATEGORY 'C" BAY WIDTH bay= loft Pressure Fs�s = 26.66psf d ISTANCE TO RIDGE ridge = 30 ft S EISMIIC WAD Suction mid FsGneg= —29.24psf HIGH SIDEIAVE fighSide a 8.96ft SEISMICCLASS S1edass ` "D" Suction end FSG.end 34.78•psf PARINPANELINFORMATION SEISMIC USE LlseGoup— "1" II•O INT.PARTMONPANEL pal.. ,yes„ EN[7WALLGIRTS SPECIRALPCC. Ss— 0.23 WT.LATERALBRIDGINIG Bndgeo" Pressure s = 27.7 psf Sl = 0.08 e S PECIRAL ACC. Suction'rid FEDne —30.35•psf C BRIDGE HT BtidgeT leight= 53.75 in g a SDS= 0.247 SPECTRAL ACC. LONGIIUDINALPANEL PanelL= 160ft Suction end Fend = —36.89psf SPECTRAL ACC. St = 0.130 TRANSVERSE PANEL Panelr— 25 ft ENDCLIDS ET COLUMNS Response—6S RESPONSE FAC1UR Ecpo PANEL@ COI L1MV BlankWaltPanel= "yes" Pressure s = 28 86 psf DESIGNCATEGORY Seismicrx= "B" Suction aside g= —30.09•psf ClosetSWPanel= 'fines" ClosetEWPanel= "yes" RESPONSE COEFFICIENT Cs = 0.04 S uctton end 1 end 38.65•psf PANEL ON 1 S ICE OR 2 PanelSide= 1 LEAD WAD DOORS LONG.PARTIIIONHT. PattfionHeight= 8.38ft ROOF DEAD WAD DR= 2•psf ANCHOR NPDRMATION Fdoorpos = 25.14psf WAIL PARTITION DEAD WAD Dp— 31)sf EDGE DISTANCE EdgeDistance= 3 ADDITIONAL LONG.DEAD LOAD rt., Upsf Pressure F = 21.04psf CONCRETE STRENGTH Concrete = 2500 ADDITIONALIRAN.DEAD LOAD Dr a Opsf Suction Fig — —14.8•psf INF 4= 1 ANCHOR SUMMARY STUDS INT.SPACING Interior Anchor Spacing= 24 SHEAR UPLIFT Suction mid Fstudneg 31.05•psf UT = 2 Shearwu- 11 lb Upli twu- 3351b Suction end Fsadend — —38.22•psf MI SPACING Fxterior_,Anchor Spacing— 55 Sheary - 451b UpliftUyn- 2501b FOUNDATION INFORMATION JAMBS F ,,,t,= 26.6frpsf Sheatth= 40Ib Upl = Olb Slab— SS in ShearEn= 6Ib UpldtEn— Olb Padw= "na" m I= r„h= 3035 psf ROOF Sh" x— 771b UPliftwrx= 2101b PadD= 'Ira"in Shearer— 2251b UpliftgrrX= 3501b F�f- 8 psf Fdo ntener = 21161b P —e = 10581b Sh 40Ib 41 Ib earax ` Up�Ix P„p�rtt - 3351b Pup C1Q - 3501b Sheath— 31 lb UpIr t X— 0lb P44124b cd.xmcd 8 5/3/2019 NUMBER OF MEMBERS USED STRAP BRACES(IF RBOUIRED) CHECKS #SW GEIS Gnt umber= 2 GAGEOF STRAP Gage = 16 LONG.PANEL REQD Pane1LengthL= 37 ft #EWGIRIS BGiItnun er= 2 GAGE OF COLUMN Gagec= 16 TRAN.PANELREQD PanelLengthp= 13 ft #JAMBGRIS JambSupports= 2 WIDTH OFS-MAP ws = 2•m LONG.SHEAR WAIL PaneKheckL— 'bk" EWJambSupports = 2 IDNGITUDINAL StrapsL= 0 IRAN.SHEAR WALL. PanelCheckT— "ok" #SWCOLUNN ColumnNumbet w= 2 TRANSVERSE StrapsT= 0 IDCALFAILURE PanelCheck= 'bk" #EW OOL LAVN ColunmNumbetLyy= 2 BASE SHEAR INFORMATION JAMB CHECK JambCheck= "ok" #EWE OOLUVN ColunatNumbetw= 1 EWJambt teck= 'bk" VLw= 1618 lb VTw= 676 lb ABOJEI-EPCER ROOF PANEL RootPanek eck= "ok" #EAC COLUMN ColumnMinftrett= 1 VILE = 1942 lb VTs — 92 lb DOOR CHECK MddnneDborCheck— '944 ok" #HEADERS Mlrmberstp,= 1 OTHER INFORMNITON #OF HEADER SC. Numberofi-IeaderScrews= 2 #S.HEADER NhmbetstS= 1 HEADER @SW StubPostSW= "no" #OFG1K15 GirtNumber= 1 FOUNDATION SlabCheckG— "ok" P BRIXI SPACE PurlinBridgeSpace- 60 SlabChecku= 'bk" ECmtNumber- L BLANK WALL Bhnvk an— "high" PadCheckG= "ok" EW SPACING EW 5 ft space PadChecki= 'bk" STUDSPACIlVG StudSpacing = 16•in WI—FADER EWheader checkl6= "16in_EW Header OK" EWheader check22= '22in_EW Header OK" Bridgingp:_ 'No ridging" if PBadging= 'fio" "Solid Bridging Every Bay @ 5'o.c.if Bay is Greater than 13'or @ midspan if 13'or less" if PBridging = 'yes" P44124b_cd.xmcd 9 5/3/2019 • CiODEBODY= '2015 IBC with 2017 New York Supplement" PREPARED BY= 'Mchael L Prochaska" CUSTOMER= 'Steve Scoville" IOCA'IION- 'Queensbury,NY" PLAN NUM3E R= 'P44124,Phase B" S NOW WAD SEISMIC LOAD GROUND SNOW IDAD Pg = 60•psf SEISMIC USE GROUP Hsemup= T CONIROILNG ROOFIAAD G POSIINE RootPressweP=40•psf S NOW EXPOSURE CrXIEGORY Es _ 'c" SPECTRAL PLC. SS= 0.232 S NOW IMPORTANCE FACTOR Is- 0.8 S PECIRALACC. S I = 0.081 NEGATIVE RoofPmssureN= —22•psf WIND LOAD S PECIRAL ACC. S Es= 0.247 STRAP BRACES(IF REQUIRED) `D VELOCITY Vuk= 115•mph SPECTRAL ACC. SDI = 0.130 IONGITUDINAL StrapsL= 0 Vasd= 89111Ph SEISMIC SHE CLASS Siteclass = "D" TRANSVERSE StmpsT= 0 WIND EXPOSURE CATEGORY �+ard_ 'C" DESIGNCATEGORY Seise_ "B" Transverse straps are sets per bay BULLING INFORMATION BUM/NU= "C&Ty' EAVE HEIGHT height= 8.33 ft ROOF PITCH Roth= 0.25•in+ft BAY WIDTH bay= 10 ft BUILDING WIDTH width= 30 ft ROOF TYPE Type— 'Lean-to" HEI HT'PD FLOOR lower= 0 BUILDING � length— 210ft PURHN SPACING P 5ft space = S UNMARY PURLINS (1lrtputpR= '7 x 16ga,50ksi" Roof— 'SSR" PURLIN BRIDGINGSmgP= "No Bridging" STUB POST HEADER Outputf I— "9 x 14ga 50 ksi" ND.OF STUB HEADERS M mbersa,= 1 LENGIII OF HEADER Headetiength- 10 ft MNIMIMNUM3EROFSCREWS Numberof leaderScrews— 2 SMALLHEADER Outputs— "SS x 18ga 33 ksi" LENGTH=FURLINSPPCI!NG INTERIOR COLUMNSOutput!- '3.63 x 2 x 16ga 50 ksi" HORIZONTAL BRACING Bridge- "no" BLANKSIDE WAILODIIIMNS/ EW CORNER COUJM\LS (;rrtputsw= '3.63 x 18ga 33 ksi" BLANKEND WAIL OutputEw= '3.63 x 18ga 33 ksi" END WALL SPACING EWspace — 5 ft SIDE WALLGRTS OutputGs = '35 x 16ga 50ksi" ENDWAILGIRIS OutputGE_ '35 x 18ga 33ksi" STUDS Outputstud- "3.63 x 20ga 33 ksi" STUDS PACING StudSpacing= 16•in LARGE END WALLHEADERCHECK EWheader checkl6= "16in W Header O.K" EWheader check22- '2.2in_EW Header OK" ANCHOR INTERIOR ANCHORS Anchor,— "3/8"x 2.5'"' n<- 1 number of interior anchors EXTERIOR ANCHORS Anchors = '3/8"x 2.5'"' ne = 2 number of exterior anchors FOUNDATION SLAB THICKNESS KNESS Slab= 55•in PAD W'IDIH Padw= 'ha"•in PAD DEPTH PadD- "na" in ALLOWABLE SOILBFARTNG PRESSURE BearingPressure- 1500•psf ANCHOR BOLT PLAN GRAVIIY UPLIFT SHEAR FOR LOADS RCXJND UP INTERIOR ODLLXvN INTGRAV= 2116 lb JNTUp= 334.69 lb TNTSHEAR=45.05 lb I0 NFJCT50 LBS EXTERIOR C.OLLJIvN EXTGRAV- 1058 lb EXCFUp= 350.24 lb EXTSHEAR= 225.24lb P44124b_cd.xmcd 10 5/3/2019