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5 . �� V TR.� T PUIL1 , SYSTEMS, INC. `� gyp. . .: N � t �.. .4I �� t I�R®J�CT�ALC�LATI®N� 1 k.-,_ ...�, ;., CUSTOMER := "Al Cerrone I C`iwn O " .',ter ,F'REPAR D_BY = Claire Robinson" t>, 1t , —. jjl LOCATION ;= "Queensbury,NY' REVIEWED_BY " C? 7 day PLAN-NUMBER := "P50359,Phase B" 0,9, r05 d� BUILDING ;= "#5" —09:27:20-05'00' CODEBODY = "2020 Building Code of New York State" BUILDING DESCRIPTION BAYWIDTH ba 10ft PURLIN BRIDGING PBdd in bay:= 9 9:_ "no" ROOF PITCH Rpitch 0.25 in BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= "SSR" ft BUILDING WIDTH width:= 30ft PURLIN SPACING Pspace := 5ft ROOF ANGLE A = 1.19deg BUILDING LENGTH length:= 220ft INT.PARTITION PANEL Ptpanel ;_ "Yes" ROOF TYPE Type:_ "Gable" FLOOR TO FLOOR lower:= Oft INT.LATERAL BRIDGING Bridge:= "no" RISK CATEGORY UseGroup:= "I" Use"I"or"ll" FOUNDATION SLOPE Fndslope 0% SNOW LOAD SEISMIC LOAD GROUND SNOW LOAD P9 := 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow "C" BUILDING FRAME SYSTEM BFS = "Light Frame Wall wl Shear Panels" SNOW IMPORTANCE FACTOR Is=0.8 SEISMIC SITE CLASS Sitedass "D" THERMAL FACTOR Ct '— 1.2 SHORT PERIOD SPECTIAL ACC. SS:= 0.236 SNOW EXPOSURE Exp := "Partial" 1 SECOND PERIOD SPECTRAL ACC. S1 — 0.068 ROOF LIVE LOAD Lr '= 20psf �, to FLAT ROOF SNOW LOAD Pf=40-psf SPECTRAL RESPONSE ACC. SD3= 0.25 10 0 UNBALANCE SNOW LOAD IN Punbalanced =*psf SPECTRAL RESPONCE ACC. SD1 =0.11 pQ CO SNOW LOAD USED IN DESIGN PS.=40•psf RESPONSE FACTOR Response= 6.5 RAIN SURCHARGE RainSurcharge= O-psf SEISMIC DESIGN CATEGORY Seismicpc _ "B" x WIND LOAD SEISMIC RESPONSE COFFICIENT Cs =0.04 a. WIND VELOCITY Vult 105mph Vasd = 81•mph WIND EXPOSURE CATEGORY EwInd ="C" EDGE STRIP WIDTH a= 3ft DEAD LOAD z COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR =3-psf 1 E ® M Dp= 3 psf ENDWALL GIRT FEG=25psf PARTITION DEAD LOAD M do W SIDEWALL GIRT FsG= P 24- sf ADDITIONAL LONG.DEAD LOAD DL =0-1)sf PURLIN Fpurlin ———23P sf ADDITIONAL TRANS,DEAD LOAD DT= O•psf MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (SuctionandPressure) FW = 17.54psf SEISMIC Vas = 22481b VT,= 1021b ROOF FR= 8psf WIND Vow= 1303lb VT,= 5631b P50359B #5.xmcd t 7/22/2020 ANCHOR:INFORNIATION EDGE DISTANCE EdgeDistance:=3 CONCRETE STRENGTH Concrete:=2500 (�N:=0,65 Table 3-ESR-3889 TVs:=0.60 Table 4-ESR-3889 (�Vc:=0.70 Table 4-ESR-3889 do-.375 0.375in do ,5:=0.5in nominal anchor diameter(table 1 ESR 3889) hef_,375'= 1,33in hef_.375_3 1,75in hef_,5 2 5 1.75in hef,5_3.5 2.17in effective embedment(table 1 ESR 3889) cac_.375 5.0in cac .375 3 63in cac ,5_2.5 Min cac,5_3,5 5.9in critical edge distance.(table 1 ESR 3889) 1�cn:=1.0 modification factor for cracked and uncraked concrete(tabel 4 ESR3881 kc:=17 effectiveness factor for cracked concrete(table 4 ESR 3889) Np:=Okip characteristic pulout strength,cracked concrete(table-4 ESR 3889) le_.375 1.33in le_.375_3 1.75in le_.5 2.5 1.75in le .5 3.5 2.17in load bearing length of anchor(table 4 ESR 3889) Nsa_.375 8.730kip Nsa_.5 20.475kip steel strength in tension(table 3 ESR 3889) Vsa_,375 3.465kip Vsa_.5 8.860kip steel strength in shear'(table 4 ESR 3889) Corner Anchor nc:= 1 number of bolts at column cal c:=2.75in distance between bolts from edge 2 sl_c:=Oin distance between bolts along edge 1 cage:=2.75in distance of bolts from edge 1 s2_C:=Oin distance between bolts along edge 2 eN c:=Oln distance from resultant tension load to centrold of anchors in tension e„c:=Oin distance from sultant shear load to centrold of anchors in shear Exterior Anchor ne :=2 number of bolts atcolumn Cal-a 2.75in distance between bolts from edge 2 sl_e:=Oln distance between bolts along edge 1 ca2_e:= 100in distance of bolts from edge 1 s2 e=5in distance between bolts along edge 2 eN a:=Oin distance from resultant tension load to centrold of anchors in tension e„a:=Oin distance from sultant shear load to centroid of anchors in shear Interior Anchor ni:=1 number of bolts at column Cali:=100in distance between bolts from edge 2 sl ;:=Oin distance between bolts along edge 1 ca2_i:=100in distance of baits from edge 1 s2_1:=Oin distance between bolts along edge 2 eNJ:=Oin distance from resultant tension load to centrold of anchors in tension q ;:=Oin distance from sultantshear load to centroid of anchors in.shear P50359B_#5.xmcd 2 7/22/2020 1 ^ /f ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND I LONGITUDINAL I INTERIOR VWI=71b Nw„= 178lb WIND 1 LONGITUDINAL/EXTERIOR Vwel=62lb Nwel=113lb WIND/TRANSVERSE/INTERIOR Vmj=38lb Nwit= 130lb WIND/TRANSVERSE/EXTERIOR Vwet= 188lb NWet=221 lb SEISMIC 1 LONGITUDINAL/INTERIOR Vsi1=65lb Ns,i=—142tb SEISM IC/LONGITUDINAL/EXTERIOR Vsel=65lb Nsel=7lb SEISMIC I TRANSVERSE/INTERIOR Vsit=13lb Nslt=—299lb SEISM IC I TRANSVERSE/EXTERIOR Vset=65 lb Nset=-'95 lb ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior) Tension,=847.44lb Tensionx,= 1316.03lb Shear,=912.63 lb Shearx=1247.4lb Solt Interatedon Check Applied Uplift/Tension+Applied Shear/Shear< 1.2 Longitudinal Transverse InteriorAnchom Wind Anchor;w,=0.22 Wind Anchor;wt=0.19 Siesmic Anchor•,sl=0.07 Siesmic Anchori_st=0.01 ExteriorAnchors Wind Anchore wl=0.135 Wind Anchore wt=0.32 Siesmic Anchore s,=0.06 Siesmic Anchore st=0.05 CommrAnchors VUnd Anchor,,w,=0.21 VUnd Anchors wt=0.21 Siesmic Anchor,_.,= 0 Siesmic Anchors st=0 ANCHOR Interior Anchor,_"318"x 2.5" Exterior Anchor,="318"x 2.5" P50359B_#5.xmr,d 3 7/22/2020 PANEL CHECK PANEL CAPACITY Vall=53•plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL=42.42ft LONGITUDINALSHEAR PANEL PanelL=220ft _ TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 10.63ft TRANSVERSE SHEAR PANEL PanelT=30 ft LONGITUDINAL SHEAR WALL PanelCheckL="ok" (IF PANEL CHECK IS"OK"NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS TRANSVERSE SHEAR WALL PanelCheckT= ok' MAY BE REQUIRED FOR ANCHORING) STRAP BRACES(IF REQUIREDI LONGITUDINAL StrapsL=0 TRANSVERSE StrapsT=0 Allowable Tension in Strap Ta=2470.061b GAUGE OF STRAP Gage= 16 STRAP WIDTH ws=2-in Longitudinal StrapAngle BraceengleL=39.81•deg Transverse Strap Angle BraceangleT=39.81•deg max(.VLs,VLw) Longitudinal Tension on Strap TL:=if PanelCheckL="ok",O,cos Brace TL= O lb angieL max(IVTs,VTw) Transverse Tension on Strap TT:=if PanelCheckT "ok",0,cos TT=Olb Brace angler COMPRESSION MEMBER VLz VT. OR VL,v YTw height Uplift T Brace�9,� Br ;e,"��T V I I Brac6,,,, bay P.".� (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when StrapsT >0) P50359B #5.umcd 4 7/22/2020 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace=60 DEPTH OF PURLIN webp:=7 HEIGHT OF HORIZONTAL BRACING BridgeHelght=4.32ft JAMB SUPPORT StubPostJ:="no" WIDTH OF INTERIOR COLUMN web,:=3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrece=2.78 ft SIDE WALL COLUMN webs 3.5 ColumnNumberSW:=2 SIDEWALL GIRT webp:=webs GirtNumber:=1 END WALL COLUMN webE 3.5 ColumnNumberSW:=2 ENDWALL GIRT webDE webE EGirtNumber=1 END CLOSET COLUMN(JAMB) webEWC:=3.5 ColumnNumberEWc:= 1 (Use either 3.5 or 5.5 for the width of Side Wall, END CLOSET COLUMN(HDR) webEC:=3.5 ColumnNumberEC:=1 End Wall or End Closet Columns) STUB POSTHEADER(L) webH:=9 5.5",9",10"or 12' MembersHL:=1 STUB POST HEADER(S) webHS:=5.5 5.5",9",10"or 12" MembersHS=1 LOAD COMBINATIONS LC 1=D+MAX(S,Lr) EQUATION 16-10 LC2=D+MAX(.755,.75Lr) EQUATION 16-11 LC3=D+MAX(.6W,.7E) EQUATION 16-12 LC4=D+..45W+MAX(.75S,.75Lr) EQUATION 16-13 LC5=D+..525E+.75S EQUATION 16-14 LC 6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC 1 wpudinl =217•plf RPudint = 1083 lb MPudin1 =2707 ft•lb LC4. wPudin4= 185•pif 131`01 4=9231b MPudin4=2308ft•lb LC6 wPudln6=—59•plf Rpudin6=—2961b MPudin6=—740ft•lb LC6 wPudln6e=—82•pif RPudin6ea=—3541b RPud1n6eb=—3061b MFWln6e 1026ft•lb PURLIN MemberPR=7 x 16ga,50ksi Cee Purlin" IntPR=0.900 L,PR= 118.5•in LyPR= 118.5•in LrPR=118.5•in LyPR_neg= 118.5•in 4PF2 neg= 118.5•in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC 1 RH1= 1083 lb MH1=5415 ft•Ib LC4 RH4=923lb MH4=4616 ft•lb LC5 RH6=—2961.b MH6=—1480 ft•lb MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH="9 x 3.2 x 14ga 50 ksi Stub Header" IntH=0.937 Headerl-ength= 10 ft STUB POSTHEADER BRACING LxH=120•in LyH= 120•in LtH= 120•in SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 18ga 33 ksi Stub Header" IntHS=0.923 SHLength=5ft SMALLSTUB POSTHEADER BRACING LxHS=60•In LyHS=60•in LtHS=60•In P50359B #5.xmcd 5 7/22/2020 ;INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P11=2166lb Mil =0 LC3 P13=4191b M13=0 LC4 P14= 1863 lb M14= 175.2ft•lb (Momentdue to 5 psf hodzcntal load) LC5 P15=1748lb MI5= 175.2ft•lb MEMBER SIZES INTERACTION INTERIOR COLUMN Member,="3,63 x 2 x 16ga,50 ksi Interior Column" Intl=0.746 INTERIOR COLUMN BRACING Lx1=97•in Ly1= 12•in Lt1=97•in JAMBS JAMB LOADS AXIAL LOAD MOMENT LCi PJambl =1083lb NA LC3 PJamb3a=2891b MJamb3a= 103ft•lb LC3 PJamb3b= 173lb NA LC4 PJamb4=991 lb MJamb4=78ft•lb LC5 PJamb5=9051b NA JAMB UNIFORM LOAD swiamb=134•pif wEWJamb=76•plf JAMB APPLIED MOMENT JambMoment= 103 ft•lb EWJambMoment=73 ft•lb JAMB AXIAL LOAD PJamb1 �1083lb JAMB MOMENT CAPACITY Mjambcap=971 ft•lb JAMB AXIAL CAPACITY Pjambcap=5691 lb JAMB CHECK JambCheck="ok" EWJambCheck="ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt=2922 ft•lb END WALL HEADER APPLIED MOMENT EWhedermomenwpp=2707.5ft•lb LARGE END WALL HEADER CHECK EWheader_checkl6="16in_EW Header O,K." EWheader_check22= "22in_EW Header OX' SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 PSW1 = 1083lb MSW=Oft-lb LC3 PSW3=289lb LC4 PSW4=991 lb MEMBER SIZES INTERACTION SIDE WALL COLUMN MemberSW="3.63 x 1.5 x 18ga 33 ksi Column" IntSW=0.360 SIDE WALL COLUMN BRACING LxS= 100•in LyS=33•in Lts=33•in P50359B #5.xmcd 6 7/22/2020 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1 = 1083lb NA NA LC3 PEWS=289lb WEW3=53•plf MEWS=492ft•lb LC4 PEW4=991 lb WEW4=39•plf MEW4=369ft•lb MEMBER SIZES INTERACTION END WALL COLUMN MemberEW="3.63 x 1.5 x 18ga 33 ksi Column" IntEW=0.784 END WALL COLUMN BRACING LxE=97•in LyE=37•in LtE=37•in GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS=41 plf RGS=2041b MGS=510ft•lb SIDE WALL GIRT IN END ZONE wGSe=49•plf RGS,=243lb MGS,=609ft•lb GIRT IN MID ZONE WGE=47•plf RGE=2361b MGE= 148ft•lb GIRT IN END ZONE WGEe=58•plf RGEe=2881b MGEe= 180ft•lb MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGS= "3,5 x 1.75 x 18ga 33 ksi Girt" IntGS=0.901 END WALL GIRT(END) MemberGS="3.5 x 1.75 x 18ga 33 ksi Girt" IntGE=0.266 SIDE WALL GIRT BRACING LxG= 119•in LyG= 12•in L•tG= 119•in END WALL GIRT BRACING LXGE=59•in LyGE= 12•in LtGE=59•in STUDS STUD.SPACING StudSpacing= 16•in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE WStud=21•plf MStud= 181 ft•lb SIDE WALL STUD IN END ZONE WSlude=26•plf MStude=223ft•lb MEMBER SIZES INTERACTION SIDE WALL STUD Membbrstud="3.625 x 2 x 20ga 33 ksi Stud" Intst„d=0.387 SIDE WALL STUB BRACING LxStud= 100•in LyStud=33-in Ltgtud=33-in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown interior=2166lb UPLIFT Pup int= 100lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown exterior= 1083lb UPLIFT PuP ext= 1241b ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf SLAB THICKNESS Slab=5,54n PAD WIDTH PadW="na"•In PAD DEPTH PadD="na"-in P50359B #5.xmcd 7 7/22/2020