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project calcs Trachte Building Systems, Inc. Project Calculations Per 2015 International Building Code w/ 2016 New York Supplement TEE n-'11-6.1 iV 51 APR 032019 302.8-2-24, 23, 2 CC-0177-2019 i OWN®C QUEENSBUBY Bay St Self Storage BUILDING&CODES 6 Duke Industrial Park Rd, Bldg 4 Self-Storage 6600 s.f. 000 302.8-2-24, 23, 2 CC-0176-2019 0 Bay St Self Storage FILE COPY 6 Duke Industrial Park Rd, Bldg 3 Self-Storage 6600 s.f. Al Cerrone Glens Falls, NY TBS Plan Number: P50359 November 28, 2018 Table of Contents Building 1 - 8'4" Eave Pages Al-A8 Building 1 - 9'4" Eave Pages B l-B 18 Buildings 2, 3, 4 & 5 Pages C 1-C7 OF 1Uj Y Prepared By \� io ci Michael L. Prochaska -i -j F� fri Reviewed By r,, ' l .if 302.8-2-24, 23, 2 CC-0175-2019 � _� Bay St Self Storage n����� 0 8 q ��c>� 6 Duke Industrial Park Rd, Bldg 2 PROF to\\ Self-Storage 4500 s.f. Matth-;,-:. Weidner �2019.03.05 302.8-2-24, 23, 2 CC-0174-2019 14:27:25-06'00' Bay St Self Storage 6 Duke Industrial Park Rd, Bldg 1 Self-Storage 2700 s.f. TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:_ "Al Cerrone" PREPARED BY= "Michael L.Prochaska" LOCATION:= "Glens Falls,NY" REVIEWED BY PLAN NUMBER:_ "P50359" BUILDING:= "1_8'4 Eave" CODEBODY= "2015 IBC with 2016 New York Supplement" BUILDING DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBridging := "no" in ROOF PITCH Rpitch 0.25 f— t BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL Roof:= "SSR" BUILDING WIDTH width:=30ft PURLIN SPACING Pspace:= 5ft ROOF ANGLE 0 = 1.19•deg BUILDING LENGTH length := 90ft INT.PARTITION PANEL Ptpanel:= "yes" ROOF TYPE Type:= "Gable" FLOOR TO FLOOR lower:= Oft INT.LATERAL BRIDGING Bridge:= "no" RISK CATEGORY UseGroup:_ "II" Use"I" or"II" FOUNDATION SLOPE Fndsiope 0% SNOW LOAD SEISMIC LOAD GROUND SNOW LOAD Pg := 60psf ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow "C" BUILDING FRAME SYSTEM BFS= "Light Frame Wall w/Shear Panels" SNOW IMPORTANCE FACTOR Is= 1 SEISMIC SITE CLASS Site "D" class•_ THERMAL FACTOR Ct:= 1.2 SHORT PERIOD SPECTIAL ACC. S3:_0.230 SNOW EXPOSURE Exp:= "Partial" 1 SECOND PERIOD SPECTRAL ACC. S1 :=0.081 ROOF LIVE LOAD Lr 20psf FLAT ROOF SNOW LOAD Pf= 50•psf SPECTRAL RESPONSE ACC. Sps= 0.25 UNBALANCE SNOW LOAD Punbalanced = 50 psf SPECTRAL RESPONCE ACC. SD1 = 0.13 SNOW LOAD USED IN DESIGN Ps= 50•psf RESPONSE FATOR Response= 6.5 RAIN SURCHARGE RainSurcharge= 0•psf SEISMIC DESIGN CATEGORY Seismicpc = "B" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs= 0.04 WIND VELOCITY Veit:= 115mph Vasd= 89•mph WIND EXPOSURE CATEGORY Ewind = "C" EDGE STRIP WIDTH a= 3 ft DEAD LOAD COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR= 2.psf ENDWALL GIRT FEG = 31-psf PARTITION DEAD LOAD Dp= 3-psf SIDEWALL GIRT FSG = 29•psf ADDITIONAL LONG. DEAD LOAD DL = 0 psf PURLIN Fpurlin= — p 27 sf ADDITIONAL TRANS,DEAD LOAD DT= 0•psf MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (Suction and Pressure) Fw= 21.04-psf SEISMIC VLs= 969Ib VTs= 1081b ROOF FR= 8.psf WIND VLw= 1563 lb VTw= 676 lb P50359 1 8'4 Eave.xmcd Al 11/28/2018 ANCHOR INFORMATION EDGE DISTANCE EdgeDistance:=3 CONCRETE STRENGTH Concrete:= 2500 .43.N:= 0.65 Table 3-ESR-3889 (Vs:= 0.60 Table 4-ESR-3889 (1).1/c:= 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_.3753:= 6,3in cac_.5_25:=3.3in cac .5 3.5:=5.9in critical edge distance(table 1 ESR 3889) *cn := 1.0 modification factor for cracked and uncraked concrete(tabel 4 ESR 388 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 [lc:= 1 number of bolts at column cal c:= 2.75in distance between bolts from edge 2 s1 c:=Oin distance between bolts along edge 1 ca2 c:= 2.75in distance of bolts from edge 1 s2 c:= Oin distance between bolts along edge 2 eN c:=Oin distance from resultant tension load to centroid of anchors in tension ev c:= Oin distance from sultant shear load to centroid of anchors in shear Exterior Anchor ne := 2 number of bolts at column cab e 2.75in distance between bolts from edge 2 s1 e:= Oin 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 e:= Oin distance from resultant tendon load to centroid of anchors in tension eve:=Oin distance from sultant shear load to centroid of anchors in shear Interior Anchor n; := 1 number of bolts at column cal ; := 100in distance between bolts from edge 2 s1 ;:=Oin distance between bolts along edge 1 ca2 ; := 100in distance of bolts from edge 1 s2 ;:=Oin distance between bolts along edge 2 eN ;:=Oin distance from resultant tendon load to centroid of anchors in tension ev ; := Oin distance from sultant shear load to centroid of anchors in shear P50359_1_8'4 Eave.xmcd A2 11/28/2018 ' e r o 9 -P 2 5� c, ,- -1--"'N.,, ' > ( ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR Vwl'= 19 lb Nwll= 3151b WIND/LONGITUDINAL/EXTERIOR Vwel= 741b Nwei=228 lb WIND/TRANSVERSE/INTERIOR Vwit= 451b Nwlt= 1751b WIND/TRANSVERSE/EXTERIOR Vwet= 2251b Nwet= 2751b SEISMIC/LONGITUDINAL/INTERIOR Vsil = 681b Na = -71 lb SEISMIC/LONGITUDINAL/EXTERIOR Vsel = 681b Ilse' = 471b SEISMIC/TRANSVERSE/INTERIOR Vsit= 14 lb Ns't= -236 lb SEISMIC/TRANSVERSE/EXTERIOR Vset= 681b Nset= -61 lb ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(Extedor) Shear(Interior) Shear(Exterior) Tension'= 847.44 lb Tensionx= 1316.031b Shear'= 912.63 lb Shearx= 1247.4 lb Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear< 1.2 Longitudinal Transverse Interior Anchors Wind Anchor; wl= 0.39 Wind Anchor; wt= 0.26 Siesmic Anchor; sl= 0.07 Siesmic Anchor; st= 0.01 Exterior Anchors Wind Anchore wl = 0.233 Wind Anchore wt= 0.39 Siesmic Anchore s'= 0.09 Siesmic Anchore_st= 0.05 CorrnerAnchors Wind Anchorc w'= 0.21 Wind Anchor wt= 0.21 Siesmic Anchorc s' = 0 Siesmic Anchorc_st= 0 ANCHOR Interior Anchor'= "3/8"x 2.5"" Exterior Anchore= "3/8"x 2.5"" P50359 1 8'4 Eave.xmcd A3 11/28/2018 PANEL CHECK PANEL CAPACITY Vail= 53•plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL = 29.5ft LONGITUDINALSHEAR PANEL PanelL = 90ft TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 12.75ft TRANSVERSE SHEAR PANEL PanelT= 30ft LONGITUDINAL SHEAR WALL PanelCheck[= "ok" (IF PANEL CHECK IS"OK' NO STRAP BRACES REQUIRED TRANSVERSE SHEAR WALL PanelCheck ok" FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS T MAY BE REQUIRED FOR ANCHORING) STRAP BRACES(IF REQUIRED) LONGITUDINAL Straps[ = 0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta = 2470.06 lb GAUGE OF STRAP Gage= 16 STRAP WIDTH ws= 2-in Longitudinal Strap Angle BraceangieL = 39.81•deg Transerse Strap Angle BraceangieT= 39.81-deg max(VLs,VLw) Longitudinal Tension on Strap TL := if PanelCheckL = "ok",0, cos(BraceangleL)) TL = 0Ib max(VTs,VTW) Trans.erse Tension on Strap TT:= if PanelCheckT= "ok",0, cos(BraceangleT)/ TT= 0Ib COMPRESSION MEMBER V, VT, OR _ OIR Wow V, height Uplift Allh Brace„,,, Br ean�,T V I I Bra cep„0, bay P (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when StrapsT >0) P50359 1 8'4 Eave.xmcd A4 11/28/2018 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace= 60 DEPTH OF PURLIN webp:= 7 HEIGHT OF HORIZONTAL BRACING BridgeHeight = 4.32 ft JAMB SUPPORT StubPostJ := "no" WIDTH OF INTERIOR COLUMN webs:= 3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace= 2.78ft SIDE WALL COLUMN webs:= 3.5 ColumnNumbersw:= 2 SIDEWALL GIRT webG:=webs GirtNumber:= 1 END WALL COLUMN webE:= 3.5 ColumnNumberEw:= 2 ENDWALL GIRT webGE:=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) web 3.5 ColumnNumberEc1 End Wall or End Closet Columns) �= := STUB POST HEADER(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 LC1 =D+MAX(S,Lr) EQUATION 16-10 LC2=D+MAX(.75S,.75Lr) EQUATION 16-11 LC3 =D+MAX(.6W,.7E) EQUATION 16-12 LC4=D+..45W+MAX(.755,.75Lr) EQUATION 16-13 LC5 =D+..525E+.75S EQUATION 16-14 LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 WPurlinl = 262.plf RPurlinl = 1310lb Mpurlinl = 3275lb•ft LC4 wpurlin4 = 221-plf Rpurlin4 = 1106lb Mpurlin4 = 27641b•ft LC6 WPurlin6 = —76•plf Rpurlin6 = —379lb Mpurlin6 = —9481b-ft LC6 WPurlin6e= —103 plf RPurlin6ea= 449 lb RPurlin6eb= —391 lb Mpurlin6e= —1291 Ib ft PURLIN MemberpR= "7 x 14ga,50ksi Cee Purlin" IntpR= 0.901 LxPR = 118.5•in LypR = 118.5•in LtPR = 118.5•in LyPR_neg = 118.5-in LtpR_neg = 118.5•in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 = 1310 lb MH1 = 6550 Ib•ft LC4 RH4 = 1106 lb MH4 = 55281b•ft LC5 RH6 = —3791b MH6 = —1895Ib•ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH= "9 x 3.2 x 12ga 50 ksi Stub Header" IntH = 0.740 HeaderLength = 10 ft STUB POST HEADER BRACING LxH = 120•in LyH = 120•in LtH = 120-in SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 16ga 50 ksi Stub Header" IntHs= 0.621 SHLength = 5ft SMALL STUB POST HEADER BRACING LxHs= 60•in LyHs= 60.in LtHs= 60.in INTERIOR COLUMNS P50359_1_8'4 Eave.xmcd A5 11/28/2018 INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P11 = 26201b M11 = 0 LC3 P13= 424 lb M13 = 0 LC4 P14= 2233 lb M14 = 175.21b•ft (Moment due to 5 psf horizontal load) LC5 P15= 2080 lb M15 = 175.21b-ft MEMBER SIZES INTERACTION INTERIOR COLUMN Member!= "3.63 x 2 x 16ga,50 ksi Interior Column" Intl= 0.874 INTERIOR COLUMN BRACING Lx1= 97.in Ly1= 12•in Lt1= 97•in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 PJamb1 = 1310 lb NA LC3 3Jamb3a = 2831b MJamb3a = 1241b-ft LC3 PJamb3b = 153Ib NA LC4 PJamb4= 1169 lb MJamb4= 93Ib•ft LC5 PJamb5= 10731b NA JAMB UNIFORM LOAD SWjamb = 161•plf WEWJamb = 92•plf JAMB APPLIED MOMENT JambMoment= 124Ib•ft EWJambMoment= 88Ib•ft JAMB AXIAL LOAD PJamb1 = 1310 lb JAMB MOMENT CAPACITY Mjambcap= 9711 JAMB AXIAL CAPACITY Pjambcap= 5691 lb JAMB CHECK JambCheck = "ok" EWJambCheck = "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt= 2922Ib•ft END WALL HEADER APPLIED MOMENT EWhedermomentapp = 32751b•ft LARGE END WALL HEADER CHECK EWheader_checkl6= "Split End Closet into(2)Bays" EWheader_check22= "22in EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 PSW1 = 1310 lb Msw= 0Ib•ft LC3 PSW3= 283 lb LC4 PSW4= 11691b MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw= "3.63 x 1.5 x 18ga 33 ksi Column" Intsw= 0.435 SIDE WALL COLUMN BRACING Lxs= 100•in Lys= 33•in Lts= 33•in END WALL COLUMNS P50359 1 8'4 Eave.xmcd A6 11/28/2018 END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1 = 1310 lb NA NA LC3 PEW3 = 283 lb wEW3 = 63•plf MEWS = 590Ib•ft LC4 PEW4= 1169 lb wEW4= 47•plf MEW4= 4421b•ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEw= "3.63 x 1.5 x 18ga 33 ksi Column" IntEW= 0.938 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 = 49•plf RGS= 2451b MGS = 6121b•ft SIDE WALL GIRT IN END ZONE wGSe= 58•pIf Rose= 292Ib MGse= 730Ib•ft GIRT IN MID ZONE wGE= 57•plf RGE= 283 lb MGE= 177Ib•ft GIRT IN END ZONE wGEe= 69-plf RGEe= 345 lb MGEe= 2161b•ft MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGS = "3.5 x 1.75 x 16ga 50 ksi Girt" Int0s= 0.574 END WALL GIRT(END) MemberGE= "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.320 SIDE WALL GIRT BRACING LxG= 119•in LyG= 12•in LtG= 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 = 25•plf Mstud = 2171b•ft SIDE WALL STUD IN END ZONE wStude = 31•pIt Mstude= 267lb•ft MEMBER SIZES INTERACTION SIDE WALL STUD Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" Intstud = 0.464 SIDE WALL STUB BRACING Lxstud = 100•in LYstud = 33•in Ltstud = 33'in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdowninterior= 2620 lb UPLIFT Pup_int= 390lb EXTERIOR COLUMN REACTIONS GRAVITY Pdownexterior= 1310 lb UPLIFT Pup_ext= 3131b ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf SLAB THICKNESS Slab = 4-in PAD WIDTH Padw= 17•in PAD DEPTH PadD= 6.5-in P50359 1 8'4 Eave.xmcd A7 11/28/2018 AERODYNAMIC SHADE ROOF STEP HEIGHT hr:=4•ft+8.25in BUILDING SEPARATION separation:=0 ft HORIZONTAL DIM.OF UPPER ROOF Wbu:= 10 ft DRIFT PURLIN SPACING Pspace.d 2ft+6in HORIZONTAL DIM.OF LOWER ROOF Wbl:= 90ft DRIFT INFORMATION SNOW DENSITY Dsnow= 21.8•pcf MAXIMUM DRIFT HEIGHT hd3= 2.38ft MAXIMUM DRIFT LOAD Pm= 102 psf MAXIMUM DRIFT WIDTH Wd3= 15.72ft PURLIN LOADS(w/DRIFT) REACTIONS MOMENTS LOAD COMBINATION 1 (FORMULA 16-10) RPurlinlda= 1165lb Rpurlinldb = 1028 lb Mpurlinld= 32925Ib.in LOAD COMBINATION 3 (FORMULA 16-16) Rpurlin3da= 972Ib Rpurlin3db = 516Ib Mpurlin3d= 27643Ib-in MEMBER SIZES PURLIN MemberpRD="7 x 16ga,50ksi Cee Purlin" IntpRD= 1.088 LxPRD= 118.5 in LypRD= 118.5-in LtPRD= 118.5 in LypRD_neg = 118.5•in LtPRD_neg= 118.5 in STUB POST HEADER LOADS(wl DRIFT) REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) RH1D= 1238 lb MH1D= 371261b•in LOAD COMBINATION 3 (FORMULA 16-13) RH3D= 1039 lb MH3D= 31166 Ib in MEMBER SIZES STUB POST HEADERS MemberHD="9 x 3.2 x 16ga 50 ksi Stub Header" IntHD= 1.420 HeaderLengthD= 5ft LxHD= 60 in LyHD= 60•in LtHD=60-in COLUMN LOADS(w/DRIFT) INTERIOR EXTERIOR LOAD COMBINATION 1 (FORMULA 16-10) PitD=2475Ib PEW1D= 1165Ib LOAD COMBINATION 3(FORMULA 16-13) P13D=2078 lb PEW3D= 972 lb MEMBER SIZES INTERIOR COLUMN MemberD= "3.5 x 2 x 16ga,33 ksi Interior Column" Into= 0.874 LxID= 97 in LYID= 12-in LtID= 97-in END WALL COLUMN) MemberEwD= "3.63 x 1.5 x 16ga 50 ksi Column" IntEWD= 0.413 LxED= 97 in LyED= 37•in LtED= 37-in P50359 1 8'4 Eave.xmcd A8 11/28/2018 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:_"Al Cerrone" PREPARED BY= "Michael L.Prochaska" LOCATION:= "Glens Falls,NY" REVIEWED_BY PLAN NUMBER:_ "P50359" BUILDING:_ "1_9'4 Eave" CODEBODY= "2015 IBC with 2016 New York Supplement" BUILDING DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBridging := "no" ROOF PITCH Rpitch:=4 ft in BUILDING HEIGHT height:=9ft+4in ROOF MATERIAL Roof:_ "SSR" BUILDING WIDTH width := 30ft PURLIN SPACING Pspace:=5ft ROOF ANGLE 0 = 18.43-deg BUILDING LENGTH length := 100ft INT.PARTITION PANEL Ptpanel "yes" ROOF TYPE Type:= "Gable" FLOOR TO FLOOR lower:=Oft INT.LATERAL BRIDGING Bridge:_ "yes" RISK CATEGORY UseGroup := "II" Use"I" or"II" FOUNDATION SLOPE Fndsiope 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 w/Shear Panels" SNOW IMPORTANCE FACTOR IS= 1 SEISMIC SITE CLASS Siteclass "D" THERMAL FACTOR Ct' 1'2 SHORT PERIOD SPECTIAL ACC. SS =0.230 SNOW EXPOSURE Exp:= "Partial" 1 SECOND PERIOD SPECTRAL ACC. S 0.081 ROOF LIVE LOAD Lr:= 20psf FLAT ROOF SNOW LOAD Pf= 50•psf SPECTRAL RESPONSE ACC. Sips= 0.25 UNBALANCE SNOW LOAD Punbalancetl= 74 psf SPECTRAL RESPONCE ACC. SD1 = 0.13 SNOW LOAD USED IN DESIGN PS= 74•psf RESPONSE FATOR Response= 6.5 RAIN SURCHARGE RainSurcharge= 0.psf SEISMIC DESIGN CATEGORY Seismic0C= "B" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs= 0.04 WIND VELOCITY Vult:= 115mph Vasd= 89•mph WIND EXPOSURE CATEGORY Ewind = "C" EDGE STRIP WIDTH a= aft DEAD LOAD COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR= 2 psf ENDWALL GIRT FEG = 30•psf PARTITION DEAD LOAD Dp= 3.psf SIDEWALL GIRT FSG = 29.psf ADDITIONAL LONG. DEAD LOAD DL = 0•psf PURLIN Fpurlin = — P 25 sf ADDITIONAL TRANS,DEAD LOAD DT= 0•psf MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (Suction and Pressure) Fw= 21.04•psf SEISMIC VLs= 1076 lb VTs= 1081b ROOF FR= 8.psf WIND VLw= 1809 lb VTw= 757 lb P50359 1 9'4 Eave.xmc.xmcd B1 11/29/2018 ANCHOR INFORMATION EDGE DISTANCE EdgeDistance:= 3 CONCRETE STRENGTH Concrete :=2500 :=0.65 Table 3-ESR-3889 TVs:= 0.60 Table 4-ESR-3889 cl)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_.3753 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 6.3in cac_.5_25 3.3in cac_.5_3.5 5.9in critical edge distance(table 1 ESR 3889) cn 1.0 modification factor for cracked and unaaked concrete(tabel 4 ESR 388 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 :=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 cab c 2.75in distance between bolts from edge 2 s1 c:=Oin distance between bolts along edge 1 ca2 c:= 2.75in distance of bolts from edge 1 S2 c:= 0in distance between bolts along edge 2 eN c:= 0in distance from resultant tendon load to centroid of anchors in tension ev c:= 0in distance from sultant shear load to centroid of anchors in shear Exterior Anchor ne 2 number of bolts at column cal e 2.75in distance between bolts from edge 2 s1 e:= Oin 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 e:= Oin distance from resultant tension load to centroid of anchors in tension e e:= Oin distance from sultant shear load to centroid of anchors in shear Interior Anchor ni := 1 number of bolts at column cat_; := 100in distance between bolts from edge 2 :=0in distance between bolts along edge 1 ca2 ; := 100in distance of bolts from edge 1 s2 ;:=0in distance between bolts along edge 2 eN ;:= 0in distance from resultant tension load to centroid of anchors in tension ev ; := Oin distance from sultant shear load to centroid of anchors in shear P50359 1 9'4 Eave.xmc.xmcd B2 11/29/2018 .I es . a > o • S5 2 <-3r 2c,. 5'', 02 G�1 ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR Vw;;= 20 lb Niw; = 424 lb WIND/LONGITUDINAL/EXTERIOR Vwel= 86 lb NWei= 3361b WIND/TRANSVERSE/INTERIOR Vwit= 501b Nw;t= 1751b WIND/TRANSVERSE/EXTERIOR Vwet= 252 lb NWet= 323 lb SEISMIC/LONGITUDINAL/INTERIOR Vsil = 68Ib Ns;' =461b SEISM IC/LONGITUDINAL/EXTERIOR Vsei = 68Ib Nsei = 1641b SEISMIC/TRANSVERSE/INTERIOR Vs;t= 14 lb Ns;t= —236 lb SEISMIC/TRANSVERSE/EXTERIOR Vset= 681b Nset= —54Ib ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior) Tension;= 847.44 lb Tensionx= 1316.03Ib Shear'= 912.63 lb Shearx= 1247.4 lb Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear< 1.2 Longitudinal Transverse Interior Anchors Wind Anchor; wi= 0.52 Wind Anchor wt= 0.26 Siesmic Anchor; sl= 0.13 Siesmic Anchor; st= 0.01 Exterior Anchors Wind Anchore wl= 0.325 Wind Anchore wt= 0.45 Siesmic Anchore si= 0.18 Siesmic Anchorest= 0.05 CormerAnchors Wind Anchorc wi= 0.21 Wind Anchorc wt= 0.21 Siesmic Anchorc si= 0 Siesmic Anchorc_st= 0 ANCHOR Interior Anchor; = "3/8"x 2.5"" Exterior Anchore = "3/8"x 2.5"" P50359 1 9'4 Eave.xmc.xmcd B3 11/29/2018 PANEL CHECK PANEL CAPACITY Vail= 53•plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL = 34.13ft LONGITUDINALSHEAR PANEL PanelL = 100ft TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 14.28ft 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 REQUIRED) LONGITUDINAL Straps_ = 0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta = 2470.06Ib GAUGE OF STRAP Gage= 16 STRAP WIDTH ws= 2•in Longitudinal Strap Angle BraceangleL= 43.03•deg Translerse Strap Angle BraceangleT= 43.03•deg max(VLs,VLw) Longitudinal Tension on Strap TL := if PanelCheckL = "ok",0, cos(BraceangleL)j TL = 0Ib max(VTS,VTW) Trans erseTension on Strap TT:= if PanelCheckT = "ok",0, cos(BraceangleT)j TT= 0Ib COMPRESSION MEMBER V, VT, OR OR VLw - Jr vTw height Uplift 14: Bracea�9,� Br eo��T V Bra c eq„e,e bay P (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when StrapsT>0) P50359 1 9'4 Eave.xmc.xmcd B4 11/29/2018 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace= 60 DEPTH OF PURLIN webp:= 7 JAMB SUPPORT StubPostJ :="no" HEIGHT OF HORIZONTAL BRACING BridgeHeight = 7.17ft WIDTH OF INTERIOR COLUMN webs:= 3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace= 3.11 ft SIDE WALL COLUMN webs:= 5.5 ColumnNumbersw:= 2 SIDEWALL GIRT webG:=webs GirtNumber:= 1 END WALL COLUMN webE:= 5.5 ColumnNumberEW:= 2 ENDWALL GIRT webGE:=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 POST HEADER(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 LC1 =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(.755,.75Lr) EQUATION 16-13 LC5=D+..525E+.75S EQUATION 16-14 LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wPurlinl = 381 plf Rpurlin1 = 1904 lb Mpurlin1 = 4759Ib•ft LC4 wPurlin4 = 318•plf Rpurlin4 = 1590lb MPurlin4= 3974Ib ft LC6 wPurlin6 = —68•plf Rpurlin6 = —341 lb MPurlin6 = —853Ib•ft LC6 wPurlin6e= 107•plf Rpurlin6ea= 440 lb Rpurlin6eb= —3591b Mpurlin6e= —1335Ib•ft PURLIN MemberpR= "7 x 12ga,50ksi Zee Purlin" IntpR= 0.722 LXPR = 118.5-in LypR = 118.5•in LtPR = 118.5-in LyPR_neg = 118.5-in LtPRneg = 118.5-in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 = 1904 lb MH1 = 9518 lb-ft LC4 RH4 = 1590 lb MH4 = 7948 lb-ft LC5 RH6 = —341 Ib MH6 = —1706 lb-ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH = 999 IntH = 999.000 HeaderLength = 10ft STUB POST HEADER BRACING LxH = 120-in LyH = 120-in LtH = 120•in SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 16ga 50 ksi Stub Header" IntHs= 0.902 SHLength = 5ft SMALL STUB POST HEADER BRACING LxHs= 60-in LyHs= 60-in LtHs= 60-in INTERIOR COLUMNS P50359 1 9'4 Eave.xmc.xmcd B5 11/29/2018 INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P11 = 3807 lb M11 = 0 LC3 P13 = 489 lb M13 = 0 LC4 P14= 3172 lb M14= 481.51 Ib•ft (Moment due to 5 psf horizontal load) LC5 P15 = 3016 lb M15 = 481.51 lb-ft MEMBER SIZES INTERACTION INTERIOR COLUMN Member!= "3.63 x 2 x 12ga,50 ksi Interior Column" Intl= 0.826 INTERIOR COLUMN BRACING Lx1= 165•in Ly!= 12•in Lt1= 86-in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 PJamb1 = 1904 lb NA LC3 PJamb3a = 3191b MJamb3a = 154Ib-ft LC3 PJamb3b = 215 lb NA LC4 PJamb4= 1642Ib MJamb4= 1161b ft LC5 PJamb5 = 1564 lb NA JAMB UNIFORM LOAD SWjamb= 160•plf WEWJamb = 901p1f JAMB APPLIED MOMENT JambMoment= 154 Ib•ft EWJambMoment= 1561b•ft JAMB AXIAL LOAD PJamb1 = 1903.671b JAMB MOMENT CAPACITY Mjambcap= 9711b•ft JAMB AXIAL CAPACITY Pjambcap= 5691 lb JAMB CHECK JambCheck = "ok" EWJambCheck = "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomena!!t= 2922lb•ft END WALL HEADER APPLIED MOMENT EWhedermomentapp = 4759.19lb•ft LARGE END WALL HEADER CHECK EWheader_checkl6= "Split End Closet into(2)Bays" EWheader_check22= "Split End Closet into(2)Bays" SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 Pswi = 1904 lb Msw= 0lb•ft LC3 PSw3= 319 lb LC4 PSW4= 1642 lb MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw= "5.63 x 1.5 x 18ga 33 ksi Column" Intsw= 0,701 SIDE WALL COLUMN BRACING Lxs= 112•in Lys= 37•in Lts= 37•in END WALL COLUMNS P50359 1 9'4 Eave.xmc.xmcd B6 11/29/2018 • END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1 = 1904 lb NA NA LC3 PEW3= 319 lb wEW3= 63.0 MEWS= 1621 Ib•ft LC4 PEW4= 1642 lb wEW4= 47•plf MEW4= 1216 Ib•ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEw= "5.63 x 1.5 x 16ga 50 ksi Column" IntEW= 0.811 END WALL COLUMN BRACING LxE= 165•in LyE= 50•in LtE= 50•in GIRT S GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE wGS = 54•plf RGS= 2721b MGs= 680113.ft SIDE WALL GIRT IN END ZONE wGSe= 65-plf Rose= 323 lb Muse= 8081b•ft GIRT IN MID ZONE WGE= 75•pif ROE= 374 lb MGE= 234lb•ft GIRT IN END ZONE wGEe= 90•plf RGEe= 452 lb MGEe= 282lb•ft MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGs= "5.5 x 1.5 x 18ga 33 ksi Girt" Intus= 0.833 END WALL GIRT(END) MemberGE= "5.5 x 1.5 x 18ga 33 ksi Girt" IntGE = 0.291 SIDE WALL GIRT BRACING Lx0= 119•in Ly0= 12•in LtG= 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 = 25•plf Mstud = 270 Ib ft SIDE WALL STUD IN END ZONE WStude = 34If Mstude = 332lb•ft MEMBER SIZES INTERACTION SIDE WALL STUD Memberstud= "3.625 x 2 x 20ga 33 ksi Stud" Intstud= 0.576 SIDE WALL STUB BRACING Lxstud = 112•in Lxstud = 37•in Ltstud = 37•in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown_interior= 3807 lb UPLIFT Pup_int= 499lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 1904 lb UPLIFT Pupext= 374 lb ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf SLAB THICKNESS Slab = 4•in PAD WIDTH Padw= 20•in PAD DEPTH PadD= 8•in P50359 1 9'4 Eave.xmc.xmcd B7 11/29/2018 Job Name Al CecrcAt Job Location C lens Fct‘‘s, tOY Sheet # of Plan # So 359 By KP Date ? ZoP L-vkj v.oR VeaJer 20% Lcri)S OL: psi' (s L 20esP (s ti)(-5Pt) 540 165 Pip$P (5e0(cf9 - 50 16s t-oL -tpsr (s-E0c 5.:P ) 17, -700 f‘s ()Se 11" AU jot 00 s-,0e CFS Version 10.0.3 Page 1 Section: Header 12in x 12ga.cfss 12in Box Header Stub Post Header Rev. Date: 2/11/2019 1:32:38 PM Printed: 2/21/2019 2:54:46 PM 1- 1 I- _ 0 B9 CFS Version 10.0.3 Page 1 Analysis: Analysis 1.cfsa Rev. Date: 2/21/2019 2:54:18 PM Printed: 2/21/2019 2:54:47 PM Analysis Inputs Members Section File Revision Date and Time 1 Header 12in x 12ga.cfss 2/11/2019 1:32:38 PM Start Loc. End Loc. Braced R 10 Lm (ft) (ft) Flange (lb) (ft) 1 0.000 20.000 None 0.0000 0.0000 20.000 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 No 1.0000 2 XYT 20.000 1.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 5.000 NA -50.0 NA lb Bearing Length 1.00 in 2 Concentrated 90.000 10.000 NA -50.0 NA lb Bearing Length 1 .00 in 3 Concentrated 90.000 15.000 NA -50.0 NA lb Bearing Length 1.00 in Loading: Roof Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 5.000 NA -500.0 NA lb Bearing Length 1.00 in 2 Concentrated 90.000 10.000 NA -500.0 NA lb Bearing Length 1 .00 in 3 Concentrated 90.000 15.000 NA -500.0 NA lb Bearing Length 1.00 in B10 CFS Version 10.0.3 Page 3 Analysis: Analysis 1.cfsa Rev. Date: 2/21/2019 2:54:18 PM Printed: 2/21/2019 2:54:47 PM Load Combination: D+0.75 (L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 Load Combination: D+0.75 (L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 Load Combination: D+0. 6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0. 600 Load Combination: D+0.75 (0.6W+L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75 (0. 6W+L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 6 Wind Load 0.450 Member Check - 2012 North American Specification - US (ASD) Load Combination: D+S Design Parameters at 10.000 ft: Lx 20.000 ft Ly 20.000 ft Lt 20 .000 ft Kx 1.0000 Ky 1.0000 Kt 1 .0000 B12 CFS Version 10.0.3 Page 4 Analysis: Analysis 1.cfsa Rev. Date: 2/21/2019 2:54:18 PM Printed: 2/21/2019 2:54:47 PM Section: Header 12in x 12ga.cfss Material Type: A653 SS Grade 50/1, Fy=50 ksi Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None k(1) 0 lb Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (lb) (lb-ft) (1b) (lb-ft) (lb) Total 0 19567 0 0 0 Applied 0 19567 0 0 0 Strength 17036 23141 18277 6064 9701 Effective section properties at applied loads: Ae 3.4478 in^2 Ixe 59. 634 in^4 Iye 8.361 in^4 Sxe(t) 10.186 in^3 Sye (1) 4.555 in^3 Sxe(b) 10.184 in^3 Sye (r) 4.555 in^3 Interaction Equations NAS Eq. C5.2 .1-1 (P, Mx, My) 0.000 + 0.846 + 0.000 = 0.846 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.000 + 0.846 + 0.000 = 0.846 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt (0.674 + 0.000)= 0.821 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt (0.000 + 0.000)= 0.000 <= 1.0 B13 CFS Version 10.0.3 Page 1 Section: 12 ga 5.5 Exterior Double Column.cfss Double Channel 5.597x1.7545-12 Gage Rev. Date: 6/13/2018 2:09:31 PM Printed: 2/27/2019 8:15:13 AM Section Inputs Material: A653 SS Grade 50/1 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 5.7076 in^6 Torsion Constant Override, J 0 in^4 Connector Spacing 24 in Right Channel, Thickness 0.1045 in Placement of Part from Origin: X to left edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.7545 180.000 0.19400 Single 0.000 0.0000 0.8773 2 5.5970 90.000 0.19400 Double 0.000 0.0000 2.7985 3 1.7545 0.000 0.19400 Single 0.000 0.0000 0.8773 Left Channel, Thickness 0.1045 in Placement of Part from Origin: X to right edge 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.7545 0.000 0.19400 Single 0.000 0.0000 0.8773 2 5.5970 90.000 0.19400 Double 0.000 0.0000 2.7985 3 1.7545 180.000 0.19400 Single 0.000 0.0000 0.8773 B14 CFS Version 10.0.3 Page 1 Analysis: Analysis 1.cfsa Rev. Date: 2/27/2019 8:14:37 AM Printed: 2/27/2019 8:15:14 AM Analysis Inputs Members Section File Revision Date and Time 1 12 ga 5.5 Exterior Double Column.cfss 6/13/2018 2:09:31 PM Start Loc. End Loc. Braced R k0 Lm (ft) (ft) Flange (lb) (ft) 1 0.000 12.000 None 0.0000 0.0000 20.000 ex ey (in) (in) 1 0.000 0.000 Supports Type Location Bearing Fastened K (ft) (in) 1 XYT 0.000 1.00 No 1.0000 2 XT 3.000 1.00 No 1.0000 3 XT 6.000 1.00 No 1.0000 4 XT 9.000 1.00 No 1.0000 5 XYT 12.000 1.00 No 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.000 78.1 78.1 lb Loading: Snow Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.000 12.000 2889.0 2889.0 lb Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 10.000 NA 4287.0 NA lb Bearing Length 1.00 in B15 CFS Version 10.0.3 Page 2 Analysis: Analysis 1.cfsa Rev. Date: 2/27/2019 8:14:37 AM Printed: 2/27/2019 8:15:14 AM Load Combination: D Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 Load Combination: D+L Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 1.000 4 Product Load 1.000 Load Combination: D+Lr Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Roof Live Load 1.000 Load Combination: D+S Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Snow Load 1.000 Load Combination: D+0.75 (L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 Load Combination: D+0.75 (L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 Load Combination: D+0. 6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Wind Load 0.600 B16 CFS Version 10.0.3 Page 3 Analysis: Analysis 1.cfsa Rev. Date: 2/27/2019 8:14:37 AM Printed: 2/27/2019 8:15:14 AM Load Combination: D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.700 Load Combination: D+0.75 (0. 6W+L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Roof Live Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75 (0. 6W+L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Live Load 0.750 4 Product Load 0.750 5 Snow Load 0.750 6 Wind Load 0.450 Load Combination: D+0.75 (0.7E+L+Lr) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Roof Live Load 0.750 Load Combination: D+0.75 (0.7E+L+S) Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 1.000 2 Dead Load 1.000 3 Earthquake Load 0.525 4 Live Load 0.750 5 Product Load 0.750 6 Snow Load 0.750 Load Combination: 0.6D+0. 6W Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0.600 2 Dead Load 0. 600 3 Wind Load 0.600 B17 CFS Version 10.0.3 Page 4 Analysis: Analysis 1.cfsa Rev. Date: 2/27/2019 8:14:37 AM Printed: 2/27/2019 8:15:14 AM Load Combination: 0. 6D+0.7E Specification: 2012 North American Specification - US (ASD) Inflection Point Bracing: No Loading Factor 1 Beam Self Weight 0. 600 2 Dead Load 0. 600 3 Earthquake Load 0.700 Member Check - 2012 North American Specification - US (ASD) Load Combination: 0. 6D+0. 6W Design Parameters at 9. 973 ft: Lx 12.000 ft Ly 3.000 ft Lt 3.000 ft Kx 1.0000 Ky 1.0000 Kt 1 .0000 Section: 12 ga 5.5 Exterior Double Column.cfss Material Type: A653 SS Grade 50/1, Fy=50 ksi Cbx 1.3062 Cby 1 .0000 ex 0.0000 in Cmx 1.0000 Cmy 1 .0000 ey 0.0000 in Braced Flange: None k4 0 lb Red. Factor, R: 0 Lm 20.000 ft Loads: P Mx Vy My Vx (lb) (lb-ft) (lb) (lb-ft) (lb) Total 47 -4234 .7 0 0 .0 0 Applied 47 -4234.7 0 0 .0 0 Strength 31131 6515.4 19594 970 .3 11411 Effective section properties at applied loads: Ae 1.8153 in^2 Ixe 7 .9120 in^4 Iye 0.7568 in^4 Sxe (t) 2 .8272 in^3 Sye (1) 0.4313 in^3 Sxe (b) 2 .8272 in^3 Sye (r) 0.4313 in^3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.002 + 0.650 + 0.000 = 0. 652 <= 1 .0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.001 + 0. 650 + 0.000 = 0. 651 <= 1 .0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt (0.422 + 0.000)= 0. 650 <= 1 .0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt (0.000 + 0.000)= 0.000 <= 1 .0 Connector spacing: a/ri exceeds 0.5KL/r. B18 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:_ "Al Cerrone" PREPARED BY= "Michael L.Prochaska" LOCATION:_ "Glens Falls,NY" REVIEWED BY PLAN NUMBER:= "P50359" BUILDING:_ "2,3,4&5_8'4 Eave" CODEBODY= "2015 IBC with 2016 New York Supplement" BUILDING DESCRIPTION BAY WIDTH bay:= 10ft PURLIN BRIDGING PBridging := "no" ROOF PITCH Rpitch 0.25 In BUILDING HEIGHT height:= 8ft+4in ROOF MATERIAL ft Roof:= "SSR" BUILDING WIDTH width := 30ft PURLIN SPACING Pspace:= 5ft ROOF ANGLE 0 = 1.19.deg BUILDING LENGTH length :=220ft INT.PARTITION PANEL Roane! "yes" ROOF TYPE Type:= "Gable" FLOOR TO FLOOR lower:= Oft INT.LATERAL BRIDGING Bridge:= "no" RISK CATEGORY UseGroup :_ "II" Use"I"or"II" FOUNDATION SLOPE Fndsiope 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 w/Shear Panels" SNOW IMPORTANCE FACTOR Is= 1 SEISMIC SITE CLASS Siteclass "D„ THERMAL FACTOR Ct'= 1 2 SHORT PERIOD SPECTIAL ACC. Ss:_0.230 SNOW EXPOSURE Exp:= "Partial" 1 SECOND PERIOD SPECTRAL ACC. S1 :_0.081 ROOF LIVE LOAD L 20psf FLAT ROOF SNOW LOAD Pf= 50•psf SPECTRAL RESPONSE ACC. SDS= 0.25 UNBALANCE SNOW LOAD Punbalanced= 50•psf SPECTRAL RESPONCE ACC. SDI = 0.13 SNOW LOAD USED IN DESIGN PS= 50•psf RESPONSE FATOR Response= 6.5 RAIN SURCHARGE RainSurcharge= O•psf SEISMIC DESIGN CATEGORY Seismicoc = "B" WIND LOAD SEISMIC RESPONSE COFFICIENT Cs= 0.04 WIND VELOCITY Vuit 115mph Vasd= 894mph WIND EXPOSURE CATEGORY Ewind= "C" EDGE STRIP WIDTH a= 3 ft DEAD LOAD COMPONENTS AND CLADDING (Method 2) ROOF DEAD LOAD DR= 2•psf ENDWALL GIRT FEG = 31•psf PARTITION DEAD LOAD Dp= 3 psf SIDEWALL GIRT FSG = 29•psf ADDITIONAL LONG. DEAD LOAD DL = O psf PURLIN Fpurlin= P 27 sf ADDITIONAL TRANS,DEAD LOAD DT= 0 psf MAIN WIND FORCE(Method 2) BASE SHEAR LONGITUDINAL TRANSVERSE WALL (Suction and Pressure) Fw= 21.04•psf SEISMIC VL5= 2368 lb VTs= 1081b ROOF FR= 8.psf WIND VLw= 1563 lb VTw= 676 lb P50359 2345 8'4 Eave.xmcd C1 11/28/2018 ANCHOR INFORMATION EDGE DISTANCE EdgeDistance:=3 CONCRETE STRENGTH Concrete :=2500 := 0,65 Table 3-ESR-3889 TVs:= 0.60 Table 4-ESR-3889 (I)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 het .5 2.5 := 1.75in hef .5 3.5 2.17in effective embedment(table 1 ESR 3889) cac_.375= 5.0in cac .375_3 6.3in cac_.5_2.5 3.3in cac .5 3.5 5.9in critical edge distance(table 1 ESR 3889) "Ocn 1.0 modification factor for cracked and unaaked concrete(tabel 4 ESR 388' 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 cat c:= 2.75in distance between bolts from edge 2 st c:= 0in distance between bolts along edge 1 cat c:= 2.75in distance of bolts from edge 1 s2 c:=0in distance between bolts along edge 2 eN c:=Oin distance from resultant tendon load to centroid of anchors in tension e c:= 0in distance from sultant shear load to centroid of anchors in shear Exterior Anchor ne:=2 number of bolts at column Cal e 2.75in distance between bolts from edge 2 st e:= 0in distance between bolts along edge 1 cat e := 100in distance of bolts from edge 1 S2 e:= 5in distance between bolts along edge 2 eN e:= 0in distance from resultant tension load to centroid of anchors in tension e„ e:=0in distance from sultant shear load to centroid of anchors in shear Interior Anchor n;:= 1 number of bolts at column cal ; := 100in distance between bolts from edge 2 st :=0in distance between bolts along edge 1 Cat;:= 100in distance of bolts from edge 1 s2 ;:=Oin distance between bolts along edge 2 eN ;:= 0in distance from resultant tendon load to centroid of anchors in tension ev ; := 0in distance from sultant shear load to centroid of anchors in shear P50359_2345_8'4 Eave.xmcd C2 11/28/2018 S c / V. > p ,5",2 ',. C72 G Q1 -c, �? ANCHOR FORCE SUMMARY SHEAR UPLIFT WIND/LONGITUDINAL/INTERIOR Vwi'= 81b Nw;i= 2321b WIND/LONGITUDINAL/EXTERIOR Vwei= 74 lb NWei= 1451b WIND/TRANSVERSE/INTERIOR Vwit= 451b Nwit= 1751b WIND/TRANSVERSE/EXTERIOR Vwet= 2251b Nwet= 2751b SEISMIC/LONGITUDINAL/INTERIOR Vsil = 68 lb Nsii =—71 lb SEISMIC/LONGITUDINAL/EXTERIOR Vsel = 681b Ilse' = 47 lb SEISMIC/TRANSVERSE/INTERIOR Vsit= 14 lb Nsit= —236 lb SEISMIC/TRANSVERSE/EXTERIOR Vset= 68 lb Nset= —61 lb ULTIMATE LOADS FOR ANCHORS Tension(Interior) Tension(Exterior) Shear(Interior) Shear(Exterior) Tension'= 847.44 lb Tensionx= 1316.031b Shear'= 912.63 lb Shearx = 1247.4 lb Bolt Interatction Check Applied Uplift/Tension+Applied Shear/Shear< 1.2 Longitudinal Transverse InteriorAnchors Wind Anchor' wl= 0.28 Wind Anchor' wt= 0.26 Siesmic Anchor' s'= 0.07 Siesmic Anchor' st= 0.01 Exterior Anchors Wind Anchore wi= 0.17 Wind Anchore_fit= 0.39 Siesmic Anchore si= 0.09 Siesmic Anchore st= 0.05 Cormer Anchors Wind Anchors wi= 0.21 Wind Anchore wt= 0.21 Siesmic Anchors s' = 0 Siesmic Anchors st= 0 ANCHOR Interior Anchor; = "3/8"x 2.5"" Exterior Anchore = "3/8"x 2.5"" P50359_2345_8'4 Eave.xmcd C3 11/28/2018 PANEL CHECK PANEL CAPACITY Vail= 53 plf LONGITUDINAL SHEAR PANEL REQUIRED PanelLengthL = 44.68ft LONGITUDINALSHEAR PANEL PanelL = 220ft TRANSVERSE SHEAR PANEL REQUIRED PanelLengthT= 12.75ft TRANSVERSE SHEAR PANEL PanelT= 30 ft LONGITUDINAL SHEAR WALL PanelCheckL = "ok" (IF PANEL CHECK IS"OK' NO STRAP BRACES REQUIRED TRANSVERSE SHEAR WALL FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS PanelCheckT= "ok" MAY BE REQUIRED FOR ANCHORING) STRAP BRACES(IF REQUIRED) LONGITUDINAL Straps[ = 0 TRANSVERSE StrapsT= 0 Allowable Tension in Strap Ta = 2470.061b GAUGE OF STRAP Gage= 16 STRAP WIDTH ws= 2-in Longitudinal Strap Angle BraceangieL = 39.81•deg Transwrse Strap Angle BraceangieT= 39.81•deg ( max(VLS,VLw) Longitudinal Tension on Strap TL:= if PanelCheck[ = "ok",0, cos(BraceangleL)j TL = Olb max(VTS,VTW) TranslerseTension on Strap TT:= if PanelCheckT= "ok",0, cos(BraceangieT)) TT= 0Ib COMPRESSION Lr `1 MEMBER V L. V Th OR OR -- V Lw ITw height Uplift T ,/r Bracea�9,d Br e,n��T kW V Bra c eangle bay P (Note:Compression member to be designed seperately,see additional calculations. Compression memeber needed only when StrapsT >0) P50359_2345_8'4 Eave.xmcd C4 11/28/2018 INPUT VALUES PURLIN BRIDGING SPACING PurlinBridgeSpace= 60 DEPTH OF PURLIN webp:= 7 HEIGHT OF HORIZONTAL BRACING BridgeHeight = 4.32ft JAMB SUPPORT StubPostJ :="no" WIDTH OF INTERIOR COLUMN webs:= 3.5 CORNER COLUMN UNBRACED LENGTH(y&t) Cbrace= 2.78ft SIDE WALL COLUMN webs:= 3.5 ColumnNumbersw:=2 SIDEWALL GIRT webG:=webs GirtNumber:= 1 END WALL COLUMN webE:= 3.5 ColumnNumberEw:=2 ENDWALL GIRT webE :=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) web3.5 ColumnNumberEc1 End Wall or End Closet Columns) := := l ) STUB POST HEADER(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 LC1 =D+MAX(S,Lr) EQUATION 16-10 LC2 =D+MAX(.755,.75Lr) EQUATION 16-11 LC3=D+MM(.6W,.7E) EQUATION 16-12 LC4 =D+..45W+MAX(.75S,.75Lr) EQUATION 16-13 LC5=D+..525E+.75S EQUATION 16-14 LC6=.6D+MAX(.6W,.7E) EQUATION 16-15 EQUATION 16-16 PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LC1 wpurlinl = 262•plf RPurlinl = 1310lb MPurlinl = 3275Ib•ft LC4 WPurlin4 = 221•plf Rpurlin4 = 1106lb Mpurlin4 = 2764 Ib ft LC6 wPurlin6 = —76 plf RPurlin6 = —379 lb Mpurlin6 = —9481b•ft LC6 wPurlin6e= —103•plf Rpurlin6ea= —449lb Rpurlin6eb= —391 lb Mpurlin6e= —1291 Ib•ft PURLIN MemberpR= "7 x 14ga,50ksi Cee Purlin" IntpR= 0.901 LxPR = 118.5•in LypR = 118.5•in LtPR = 118.5-in LyPR_neg = 118.5-in LtpR_neg = 118.5•in STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LC1 RH1 = 1310 lb MH1 = 6550Ib•ft LC4 RH4 = 1106 lb MH4 = 5528Ib•ft LC5 RH6 = —3791b MH6 =—18951b•ft MEMBER SIZES INTERACTION LENGTH STUB POST HEADERS MemberH = "9 x 3.2 x 12ga 50 ksi Stub Header" IntH = 0.740 HeaderLength = 10 ft STUB POST HEADER BRACING LxH = 120•in LyH = 120•in LtH = 120•in SMALL STUB POST HEADERS MemberHs= "5.5 x 3.2 x 16ga 50 ksi Stub Header" IntHs= 0.621 SHLength = 5ft SMALL STUB POST HEADER BRACING LxHs= 60-in LyHs= 60•in LtHs= 60•in INTERIOR COLUMNS P50359_2345_8'4 Eave.xmcd C5 11/28/2018 INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P11 = 2620 lb M11 = 0 LC3 P13 = 374 lb M13 = 0 LC4 P14= 2196 lb M14 = 175.2 lb.ft (Moment due to 5 psf horizontal load) LC5 P15= 2080 lb M15 = 175.21b.ft MEMBER SIZES INTERACTION INTERIOR COLUMN Member'= "3.63 x 2 x 16ga,50 ksi Interior Column" Intl= 0.874 INTERIOR COLUMN BRACING Lxl= 97•in Lyl = 12•in Lti= 97•in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1 PJamb1 = 1310 lb NA LC3 PJamb3a = 283 lb MJamb3a = 124Ib-ft LC3 PJamb3b = 1531b NA LC4 PJamb4= 1169 lb MJamb4= 931b•ft LC5 PJamb5= 1073Ib NA JAMB UNIFORM LOAD swjamb= 161•plf wEWJamb = 92•plf JAMB APPLIED MOMENT JambMoment= 124Ib•ft EWJambMoment= 881b•ft JAMB AXIAL LOAD PJamb1 = 1310 lb JAMB MOMENT CAPACITY Mjambcap= 971 lb•ft JAMB AXIAL CAPACITY Pjambcap= 5691 lb JAMB CHECK JambCheck= "ok" EWJambCheck = "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACT IY EWheadermomenallt= 2922 lb•ft END WALL HEADER APPLIED MOMENT EWhedermomentapp = 3275lb-ft LARGE END WALL HEADER CHECK EWheader_checkl6= "Split End Closet into(2)Bays" EWheader_check22= "22in_EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 Pswi = 1310 lb Msw= Olb•ft LC3 PSw3 = 283 lb LC4 PSw4 = 1169 lb MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw= "3.63 x 1.5 x 18ga 33 ksi Column" Intsw= 0.435 SIDE WALL COLUMN BRACING Lxs= 100•in Lys= 33•in Lts= 33•in END WALL COLUMNS P50359_2345_8'4 Eave.xmcd C6 11/28/2018 8` is END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1 = 1310Ib NA NA LC3 PEw3 = 283 lb wEW3= 63•plf MEw3 = 590 Ib•ft LC4 PEW4= 1169 lb wEW4= 47•plf MEW4= 4421b•ft MEMBER SIZES INTERACTION END WALL COLUMN MemberEw= "3.63 x 1.5 x 18ga 33 ksi Column" IntEW= 0.938 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 = 49•plf RGS= 245 lb MGS= 6121b•ft SIDE WALL GIRT IN END ZONE WGSe= 58•plf RGse= 292 lb MGSe= 7301b•ft GIRT IN MID ZONE wGE = 57•plf RGE=283 lb MGE= 177 Ib•ft GIRT IN END ZONE WGEe= 69•plf RGEe= 345 lb MGEe= 216Ib-ft MEMBER SIZES INTERACTION SIDE WALL GIRT(MID) MemberGs= "3.5 x 1.75 x 16ga 50 ksi Girt" IntGS = 0.574 END WALL GIRT(END) MemberGE = "3.5 x 1.75 x 18ga 33 ksi Girt" IntGE= 0.320 SIDE WALL GIRT BRACING LXG= 119•in LyG= 12•in LtG= 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 = 251plf MStud= 2171b•ft SIDE WALL STUD IN END ZONE WStude = 31•plf Mstude= 2671b•ft MEMBER SIZES INTERACTION SIDE WALL STUD Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" Intstud = 0.464 SIDE WALL STUB BRACING Stud = 100 in Lystud = 33•in Ltstud= 33•in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown_interior= 2620 lb UPLIFT Pup_int= 307lb EXTERIOR COLUMN REACTIONS GRAVITY Pdown_exterior= 1310 lb UPLIFT Pup_ext 313lb ALLOWABLE BEARING PRESSURE BearingPressure= 1500•psf SLAB THICKNESS Slab= 4-in PAD WIDTH Padw= 17•in PAD DEPTH PadD = 6.5•in P50359_2345_8'4 Eave.xmcd C7 11/28/2018