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HomeMy WebLinkAboutEngineer's Report - Project Calculations 07.24.2018I-'rachte Building Systems, Inc. Project Calculations Per 2015 International Building Code Mark Gould Glenwood Springs, CO TBS Plan Number: P-47868, Phase B July 24, 2018 Table of Contents Building E Buildings F, G & H Prepared By Michael L. Prochaska Reviewed By Pages A 1-A7 Pages B1 -B7 CUSTOMER :— "Mark Gould" LOCATION := "Glenwood Springs, CO" PLAN NUMBER := "P47868, Phase B" BUILDING := "E" CODEBODY = "IBC 2015" BUILDING DESCRIPTION ROOF PITCH ROOF ANGLE ROOF TYPE RISK CATEGORY SNOW LOAD GROUND SNOW LOAD SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR SNOW EXPOSURE ROOF LIVE LOAD in Rpitch 0.25-T 9 = 1.19•deg Type :_ "Lean-to" UseGroup := "I" FLAT ROOF SNOW LOAD UNBALANCE SNOW LOAD SNOW LOAD USED IN DESIGN RAIN SURCHARGE WIND LOAD WIND VELOCITY WIND EXPOSURE CATEGORY TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS PREPARED_BY = "Michael L. Prochaska" REVIEWED_BY BAY WIDTH bay := 10ft PURLIN BRIDGING BUILDING HEIGHT height := 8ft+ 4in ROOF MATERIAL BUILDING WIDTH width := 20ft PURLIN SPACING BUILDING LENGTH length := 160ft INT. PARTITION PANEL FLOOR TO FLOOR lower := Oft INT. LATERAL BRIDGING Use "I" or "II" FOUNDATION SLOPE SEISMIC LOAD ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS SHORT PERIOD SPECTIAL ACC. 1 SECOND PERIOD SPECTRAL ACC. Pg := 40psf Esnow := " Is = 0.8 Ct:= 1.2 Exp :_ "Partial" Lr := 20psf Pf - 27•psf Punbalanced = 27•Psf Ps = 40•psf RainSurcharge = 0•psf Vult 105mph Vasd = 81 •mph Ewind EDGE STRIP WIDTH a = 3ft COMPONENTS AND CLADDING (Method 21 ENDWALL GIRT SIDEWALL GIRT PURLIN MAIN WIND FORCE (Method 2) WALL (Suction and Pressure) ROOF P47868b e.xmcd FEG = 25•psf FSG = 24•psf Fpurlin =—23•psf Fw = 17.54•psf FR = 8.psf SPECTRAL RESPONSE ACC. SPECTRAL RESPONCE ACC. RESPONSE FATOR SEISM IC DESIGN CATEGORY SEISMIC RESPONSE COFFICIENT DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONG. DEAD LOAD ADDITIONAL TRANS, DEAD LOAD BASE SH EAR SEISMIC WIND Al PBridging := "no" Roof := "SSR" Pspace = 5ft Ptpanel := "yes" Bridge := "no" Fndslope 0% EQUIVALENT LATERAL FORCE BFS = "Light Frame Wall w/ Flat Strap Bracing" Siteciass =_ "D" SS := 0.334 S1 := 0.083 Spg = 0.34 SQ1 = 0.13 Response = 4 Seismicpc = "C" Cs = 0.09 DR = 2.psf Dp = 3•psf DL = 0•psf DT = 0•psf LONGITUDINAL TRANSVERSE VLs = 6691b VTs = 42 lb Vow, = 888 lb VTw = 5631b 7/30/2018 ANCHOR INFORMATION EDGE DISTANCE CONCRETE STRENGTH �N := 0.65 Table 3 - ESR -3889 CVs := 0.60 Table 4 -ESR-3889 �Ve := 0.70 Table 4 - ESR -3889 de .375 0.375in hef.375 1.33in bac .375 5.Oin �cn := 1.0 ke := 17 Np := Okip le :375 1.33in Nsa_.375 8.730kip Vsa.375 3.465kip de_.5 := 0.5in hef .375 3 1.75in Cac_.375_3 6.3in EdgeDistance := 3 Concrete := 2500 hef.52.5:=1.75in bac .5 2.5 3.3in 'e_.375_3 1.751n le_ 5_2.5 1.75in Nsa .5 20.475kip Vsa .5 8.860kip hef_.5_3.5 2.17in Cac.53.5:=5.9in 1e.53.5:=2.17in nominal anchor diameter (table 1 ESR 3889) effective embedment (table 1 ESR 3889) critical edge distance (table 1 ESR 3889) modification factor for cracked and unaaked concrete (tabel 4 ESR 388' effectiveness factor for cracked concrete (table 4 ESR 3889) characteristic pulout strength, cracked concrete (table 4 ESR 3889) load bearing length of anchor (table 4 ESR 3889) steel strength in tension (table 3 ESR 3889) steel strength in shear (table 4 ESR3889) Corner IOC bar ne := 1 number of bolts at column Cate 2.75in distance between bolts from edge 2 s1 c := Oin distance between bolts along edge 1 ca2 c := 2.75in distance of bolts tom edge 1 S2c := Oin Ndistance between bolts along edge 2 e _ Oin distance from resultant tension load to centroid of anchors in tension c := e„ c := Oin 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 tom edge 2 s1 a := Oin distance between bolts along edge 1 ca2,e := 100in distance of bolts from edge 1 s2 a := 5in distance between bolts along edge 2 eN_e := Oin distance from resultant tension 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 ca1, i •_ 100in distance between bolts from edge 2 s1 ; := Oin distance between bolts along edge 1 cat ; := 100in distance of bolts tom edge 1 sem; := Oin distance between bolts along edge 2 eN;:=Oin distance from resultant tension Ioad to centroid of anchors in tension ev := Oin distance from sultant shear load to centroid of anchors in shear P47868b e.xmcd A2 7/30/2018 ANCHOR FORCE SUMMARY WIND / LONGITUDINAL/ INTERIOR WIND / LONGITUDINAL / EXTERIOR WIND / TRANSVERSE / INTERIOR WIND / TRANSVERSE / EXTERIOR SEISMIC /LONGITUDINAL / INTERIOR SEISM IC / LONGITUDINAL / EXTERIOR SEISMIC /TRANSVERSE / INTERIOR SEISMIC /TRANSVERSE /EXTERIOR SHEAR UPLIFT Vwi1 = O lb Nw;i = 1751b Vwei = 1781b Nwel = 211 Ib Vwit = 631b Nwit = 1751b Vwet = 1881b Nwet = 3221b = 0 l N811 = —2771b Vsei = 2121b Nsel = 381b Vsit = 91b Nsit = —277 Ib Vset = 27IbNset = 1051b ULTIMATE LOADS FOR ANCHORS Tension (Interior) Tension (Exterior) Shear (Interior) Shear (Exterior) Tension; = 847.441b Tensionx = 1316,031b Shear; = 912.631b Shearx = 1247.41b Bolt Inleratction Check Applied Uplift / Tension +Applied Shear / Shear < 1.2 Longitudinal Transverse InteriorAnchors Wind Anchori,wl = 0.21 Wind Anchor; wt = 0.28 Siesmic Anchor; sl = 0 Siesmic Anchori_st = 0.01 ExteriorAnchors Wind Anchore_w = 0.303 Wind Anchore wt = 0.4 Siesmic Anchore_sl = 0.2 Siesmic Anchore_st = 0.02 ConnerAnchors Wind Anchor, 0.21 Wind Anchors wt = 0.21 cwl= Siesmic Anchors sl= 0 Siesmic Anchors_ st = 0 ANCHOR Interior Anchor; = "3/8" x 2.5' Exterior Anchore = "3/8" x 2.5" P47868b e.xmcd A3 7/30/2018 PANEL CHECK PANEL CAPACITY LONGITUDINAL SHEAR PANEL REQUIRED LONGITUDINALSHEAR PANEL TRANSVERSE SHEAR PANEL REQUIRED TRANSVERSE SHEAR PANEL Vail = 53•plf PanelLenglhL = 16.76ft PanelL = 10 ft PanelLehgthT = 10.63ft PanelT = 20 ft LONGITUDINAL SHEAR WALL PanelCheckL = "not ok" TRANSVERSE SHEAR WALL PanelCheckT = "ok" (IF PANEL CHECK IS "OK' NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESIST ING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCHORING) STRAP BRACES (tF REQUIRED) LONGITUDINAL StrapsL = 6 TRANSVERSE StrapsT = 0 Allowable Tension in Strap Ta = 2470.06 Ib GAUGE OF STRAP Longitudinal Strap Angle BraceangleL = 39.81 deg Trans),e rse Strap Angle BraceangleT = 39.81 •deg rnax(VLs,VLw) Longitudinal Tension on Strap TL := if PanelCheckL = "ok" ,0, cos(BraceangleL} max(Vrs,VTIN) Transkerse Tension on Strap TT := if PanelCheckT = "ok" ,0, cos(BraceangleT) V VT, OR OR Ar VLw I V Tw bay COMPRESSION MEMBER PSFIaOG (Note: Compression member to be designed seperately, see additional calculations. Compression memeber needed only when StrapsT > 0) P47868b_e.xmcd A4 Gage = 16 e. STRAP WIDTH ws = 2•in TL = 1156.331b TT=01b height Uplift kr/ V Brace„,, 7/30/2018 INPUT VALUES PURLIN BRIDGING SPACING DEPTH OF PURLIN HEIGHT OF HORIZONTAL BRACING WIDTH OF INTERIOR COLUMN SIDE WALL COLUMN webs := 3.5 END WALL COLUMN webE := 3.5 END CLOSET COLUMN (JAMB) END CLOSET COLUMN (HDR) STUB POST HEADER (L) STUB POST HEADER (S) LOAD COMBINATIONS LC1 = D +MAX(S,Lr) LC2 = D +MAX(.75S,.75Lr) LC3 = D +MAX( .6W,.7E) LC4 = D +..45W +MAX(.75S,.75Lr) LC5 = D +..525E +.75S LC6 = .6D + MAX(.6W,.7E) PURLIN INFORMATION PURLIN LOADS LCI LC4 LC6 LC6 PURLIN STUB POST HEADERS STUB POST HEADER LOADS LC1 LC4 LC5 MEMBER SIZES STUB POST HEADERS STUB POST HEADER BRACING SMALL STUB POST HEADERS SMALL STUB POST HEADER BRACING P47868b_e.xmcd PurlinBridgeSpace = 60 wehp := 7 BridgeHeight = 4.37ft webi := 3.5 ColumnNumbersw := 2 ColumnNumberEw := 2 JAMB SUPPORT CORNER CO LUMN UNBRACED LENGTH (y& t) SIDEWALL GIRT ENDWALL GIRT webEwc := 3.5 ColumnNumberEwc := 1 webE := 3.5 ColumnNumberEc := 1 webH := 9 5.5", 9", 10" or12" MembersHL := 1 webHs := 5.5 5.5", 9",10" or 12" MembersHs := 1 StubPostJ :_ "nu" °brace = 2.92 ft webG := webs GirtNumber := 1 webE := webE EGirtNumber := 1 (Use either 3.5 or 5.5 for the width of Side Wall, End Wall or End Closet Columns) EQUATION 16-10 EQUATION 16-11 EQUATION 16-12 EQUATION 16-13 EQUATION 16-14 EQUATION 16-15 EQUATION 16-16 UNIFORM LOAD wPurlinl = 210•plf WPurlin4 = 178•plf WPurlin6 =—62•Plf WPurlin6e =—85•Plf END REACTION RPurlin1 = 1050 Ib RPurlin4 = 892 Ib RPurlin6 = —311 Ib RPurlin6ea = —369 Ib MemberpR = "7 x 16ga, 50ksi Cee Purlin" LXpR = 118.5•in LypR = 118.5•in REACTION RH1 = 10501b RH4 = 8921b RH6 = —311 Ib RPurlin6eb = —321 Ib IntpR = 0.872 LtPR = 118.5•in MOMENT MH1 = 5250Ib•ft MH4 = 4461 Ib•ft MH6 =—1555Ib•ft MemberH = "9 x 3.2 x 14ga 50 ksi Stub Header" LxH = 120 -in LyH = 120 -in LtH = 120 -in MemberHs = "5.5 x 3.2 x 18ga 33 ksi Stub Header" LxHs = 60•in LyHs = 60 -in LtHs = 60 -in A5 MOMENT. MPurlinl = 2625 Ib•ft MPurlin4 = 2230 Ib•ft = —778 lb -ft 1NPurlin6 MPurlin6e =—1064Ib•ft LyPR_neg = 118.5•in 1-tPR_neg = 118.5 in INTERACTION LENGTH 1ntH = 0.908 HeaderLength = 10ft IntHs = 0.895 SHLength = 5ft 7/30/2018 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 Pl1 = 21001b Mil = 0 LC3 P13 = 3401b M13 = 0 LC4 P14 = 1780 Ib M14 = 179.44 Ib•ft (Moment duc to 5 psf horizontal load) LC5 P15 = 1609 Ib M15 = 179.44 Ib•ft MEMBER SIZES. INTERACTION INTERIOR COLUMN Member! = "3.63 x 2 x 16ga, 50 ksi Interior Column" inti = 0.733 INTERIOR COLUMN BRACING Lxl = 98•in Ly! = 12•in Lt1 = 98•in JAMBS JAMB LOADS AXIAL LOAD. MOMENT LC1PJamb1 = 10501b NA LC3PJamb3a = 311 ib MJamb3a = 1361b•ft LC31491b PJamb3b = NA LC4PJamb4 = 9961b MJamb4 = 1021b•ft LC5 PJamb5 = 8741b NA JAMB UNIFORM LOAD sWjamb = 134•plf WEWJamb = 76•pIf JAMB APPLIED MOMENT JambMoment = 1361b•ft EWJambMoment = 781b•ft JAMB AXIAL LOADPJamb1 = 1050 Ib JAMB MOMENT CAPACITYMjambcap = 971 Ib•ft JAMB AXIAL CAPACITYPjambcap = 5691 Ib JAMB CHECK JambCheck = "ok" EWJambCheck = "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACT IY EWheadermomenallt = 2922 lb -ft END WALL HEADER APPLIED MOMENT EWhedermomentapp = 2625lb•ft LARGE END WALL HEADER CHECK EWheader_checkl6 = 16in_EW Header O.K." EWheader_check22 = "22in_EW Header O.K." SIDE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 Psw1 = 1050 Ib Msw = O lb -ft LC3 PSw3 = 311 Ib LC4 PsW4 = 9961b MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw = "3.63 x 1.5 x 18ga 33 ksi Column" Intsw = 0.359 SIDE WALL COLUMN BRACING Lxs = 105•in Lys = 35 -in Lts = 35•in P47868b e.xmcd A6 7/30/2018 END WALL COLUMNS ENDWALL LOADS LC1 LC3 LC4 MEMBER SIZES END WALL COLUMN END WALL COLUMN BRACING GIRTS GIRT LOADS SIDE WALL GIRT IN MID ZONE SIDE WALL GIRT IN END ZONE GIRT IN MIDZONE GIRT IN END ZONE MEMBER SIZES SIDE WALL GIRT (MID) END WALL GIRT (END) SIDE WALL GIRT BRACING END WALL GIRT BRACING STUDS STUD SPACING STUD LOADS SIDE WALL STUD IN MID ZONE SIDE WALL STUD IN END ZONE MEMBER SIZES SIDE WALL STUD SIDE WALL STUB BRACING AXIAL LOAD UNIFORM LOAD PEW1 = 10501b NA PEw3 = 311 Ib WEW3 = 53.plf PEw4 = 9961b WEW4 = 391plf MemberEw = "3.63 x 1.5 x 18ga 33 ksi Column" LxE = 98 -in LyE = 38•in LtE = 38•in UNIFORM LOAD WGs = 43•plf WGSe = 51 •pIf WGE = 49•plf WGEe = 59•plf END REACTION RGS = 2141b RGSe = 2541b RGE = 2431b RGEe = 297 Ib MemberGs = "3.5 x 1.75 x 18ga 33 ksi Girt" MemberGE = "3.5 x 1.75 x 18ga 33 ksi Girt' LxG = 119•in LyG = 12•in LtG = 119•in LxGE = 59 -in LyGE = 12 -in LtGE = 59•in StudSpacing = 16 -in UNIFORM LOAD wstud = 21 •pIf WStude = 26•plf MOMENT Mstud = 198Ib ft Mstude = 244Ib•ft Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" Lxstud = 105•in LYstud = 35.in Ltstud = 35 -in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITYPdown_interior = 2100 Ib EXTERIOR COLUMN REACTIONS GRAVITYPdown_exterior = 1050 Ib ALLOWABLE BEARING PRESSURE BearingPressure = 1500•psf SLAB THICKNESS PAD WIDTH PAD DEPTH P47868b e.xmcd Slab = 5.5•in Padw = "na" •in PadD = "no" .in A7 MOMENT NA MEw3 = 504Ib•ft MEW4 = 378lb•ft MOMENT MGS = 5341b•ft 636,Ib•ft MGSe = MGE = 1521b•ft 1851b•ft MGEe = UPLIFT UPLIFT Pup_int = 250 Ib Pup_ext = 360 Ib INTERACTION IntEW = 0.806 INTERACTION IniGs = 0.941 In1GE = 0.274 INTERACTION Intstud = 0.425 7/30/2018 CUSTOMER :_ "Mark Gould" LOCATION := "Glenwood Springs, CO" PLAN NUMBER :_ "P47868, Phase B" BUILDING := "F, G & H" CODEBODY = "IBC 2015" BUILDING DESCRIPTION ROOF PITCH ROOF ANGLE ROOF TYPE RISK CATEGORY SNOW LOAD GROUND SNOW LOAD SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR SNOW EXPOSURE ROOF LIVE LOAD in Rpitch 0.25 ft 9 = 1.19 -deg Type :_ "Lean-to" UseGroup := "I" FLAT ROOF SNOW LOAD UNBALANCE SNOW LOAD SNOW LOAD USED IN DESIGN RAIN SURCHARGE WIND LOAD WIND VELOCITY WIND EXPOSURE CATEGORY TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS PREPARED_BY = "Michael L. Prochaska" REVIEWED_BY BAY WIDTH BUILDING HEIGHT BUILDING WIDTH BUILDING LENGTH FLOOR TO FLOOR Pg := 40psf Esnow := "C" Is = 0.8 Ct:= 1.2 Exp := "Partial" 4 := 20psf bay := 10ft height := 8ft + 4in width := 40ft length := 160ft lower := Oft Use "r or"II" SEISMIC LOAD ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS SHORT PERIOD SPECTIAL ACC, 1 SECOND PERIOD SPECTRAL ACC. Pf = 27•psf Punbalanced = 27•psf Ps = 40.psf RainSurcharge = 0•psf Vult 105mph Vasd = 81•mph Ewind = "C" EDGE STRIP WIDTH a = 3.33ft COMPONENTS AND CLADDING (Method 2) ENDWALL GIRT SIDEWALL GIRT PURLIN MAIN WIND FORCE (Method 2) WALL (Suction and Pressure) ROOF P47868b_fgh.xmcd FES = 25•psf FSG = 24•psf Fpurlin =—23•psf Fw = 17.54•psf FR = 8•psf PURLIN BRIDGING ROOF MATERIAL PURLIN SPACING INT. PARTITION PANEL INT. LATERAL BRIDGING FOUNDATION SLOPE SPECTRAL RESPONSE ACC. SPECTRAL RESPONCE ACC. RESPONSE FATOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COFFICIENT PBridging := "no" Roof := "SSR" Pspace 5ft Ptpanel =eyes" Bridge :_ "no" Fndslope 0% EQUIVALENT LATERAL FORCE BFS = "Light Frame Wall w/ Shear Panels" Siteclass •= "D" Ss := 0.334 Si := 0.083 DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONG. DEAD LOAD ADDITIONAL TRANS, DEAD LOAD BASE SH EAR LONGITUDINAL SEISMIC WIND Bi Vis = 8231b VLw = 18201b Sps = 0.34 Sot = 0.13 Response = 6.5 Seismicpc = "C" Cs = 0.05 DR = 2•psf Dp = 3•psf DL = 0•psf DT = 0•psf TRANSVERSE VTs = 51 Ib VTw = 5631b 7/30/2018 ANCHOR INFORMATION EDGE DISTANCE CONCRETE STRENGTH et)N := 0.65 Table 3 -ESR-3889 CVs := 0.60 Table 4 -ESR-3889 �Vc := 0.70 Table 4 -ESR-3889 do_.375 0.375in het .375 1.331n Cac,, 375 5.Oin *cn := 1.0 kc = 17 Np := Okip le ,375 := 1.33in Nsa.375 8.730kip Vsa .375 3.465kip do 5 := 0.5in hef ,375_3 1.75in cac .375 3 6.3in EdgeDistance := 3 Concrete := 2500 hef.52.5:=1.751n cac.52.5 3.31n 'e_.375_3 1.751n le_.5_2.5 1.751n Nsa .5 20.475kip Vsa .5 8.860kip het := 2.171n cac .5 3.5:= 5.91n 'e_.5_3.5 := 2.171n nominal anchor diameter (table 1 ESR 3889) effective embedment (table 1 ESR 3889) critical edge distance (table 1 ESR 3889) modification factor for cracked and uncraked concrete (tabel 4 ESR 388'. effectiveness factor for cracked concrete (table 4 ESR 3889) characteristic pulout strength, cracked concrete (table 4 ESR 3889) load bearing length of anchor (table 4 ESR 3889) steel strength in tension (table 3 ESR 3889) steel strength in shear (table 4 ESR3889) Corner Anchor nc := 1 number of bolts at column c 2.751n distance between bolts from edge 2 a1_c s 1 _ Oin distance between bolts along edge 1 c•= c 2.75in distance of bolts from edge 1 a2_c 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 ca1_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 Se 5in distance between bolts along edge 2 2_e •_ e Oin distance from resultant tension load to centroid of anchors in tension N_e •_ eve := Oin distance from sultant shear load to centroid of anchors in shear Interior Anchor n; := 1 ca1_i 100in s1 ; := Oin cat_; := 100in s2 ; := Oin eNr; := Oin := Oin P47868b_fgh.xmcd number of bolts at column distance between bolts from edge 2 distance between bolts along edge 1 distance of bolts from edge 1 distance between bolts along edge 2 distance from resultant tension load to centroid of anchors in tension distance from sultant shear load to centroid of anchors in shear B2 7/30/2018 ANCHOR FORCE SUMMARY WIND / LONGITUDINAL / INTERIOR WIND / LONGITUDINAL/ EXTERIOR WIND / TRANSVERSE / INTERIOR WIND / TRANSVERSE / EXTERIOR SEISMIC / LONGITUDINAL / INTERIOR SEISM IC / LONGITUDINAL / EXTERIOR SEISMIC /TRANSVERSE / INTERIOR SEISMIC /TRANSVERSE /EXTERIOR SHEAR UPLIFT Vw;l = 13 Ib Nw;; = 2731b VWei = 671b Nwei = 1851b Vwit = 271b Nwit = 1751b Vwet = 1881b Nwet = 205 lb Vsi1 = 331b Nis; _ —1931b Vsel = 33 Ib Nsel = —54 Ib Vsit = 5 Ib Nsit = —277 Ib Vset = 33 Ib Nset = —118 lb ULTIMATE LOADS FOR ANCHORS Tension (Interior) Tension (Exterior) Shear (Interior) Shear (Exterior) Tension; = 847.441b Tensionx = 1316.031b Shear' = 912.631b Shearx = 1247.4 lb Bolt Interatction Check Applied Uplift / Tension + Applied Shear / Shear < 1.2 Longitudinal Transverse InteriorAnchors Wind Anchori_wl = 0.34 Wind Anchor;_wt = 0.24 Siesmic Anchor; s; = 0.04 Siesmic Anchorist = 0.01 ExteriorAnchors Wind Anchore_wi = 0.195 Wind Anchore wt = 0.31 Siesmic Anchore, sl= 0.03 Siesmic Anchore st = 0.03 CormerAnchors Wind Anchor, w; = 0.21 Wind Anchor, wt = 0.21 Siesmic Anchorcsl= 0 Siesmic Anchore st = 0 ANCHOR Interior Anchor; = "3/8" x 2.5"" Exterior Anchore = "3/8" x 2.5' P47868b_fgh.xmcd B3 7/30/2018 PANEL CHECK PANEL CAPACITY LONGITUDINAL SHEAR PANEL REQUIRED LONGITUDINALSHEAR PANEL TRANSVERSE SHEAR PANEL REQUIRED TRANSVERSE SHEAR PANEL LONGITUDINAL SHEAR WALL TRANSVERSE SHEAR WALL STRAP BRACES OF REQUIRED) LONGITUDINAL TRANSVERSE Allowable Tension in Strap Longitudinal Strap Angle Transw rse Strap Angle Longitudinal Tension on Strap Transw rse Tension on Strap 4f,. OR VL„ Vall = 53•plf PanelLengthL = 34,34ft PanelL = 160ft PanelLengthT = 10.63ft PanelT = 40ft PanelCheckL = "ok" PanelCheckT = "ok" (IF PANEL CHECK IS "OK' NO STRAP BRACES REQUIRED FOR LATERAL FORCE RESISTING SYSTEM BUT STRAPS MAY BE REQUIRED FOR ANCI-IORING) Straps = 0 StrapsT = 0 Ta = 2470.06 Ib GAUGE OF STRAP BraceangieL = 39•81•deg BraceangleT = 39.81•deg TL := if PanelCheckL = "ok" ,0, max(VLS,VLW) BraceangteL) max(VTS,VTW) TT := if PanelCheckT = "ok" ,0, coq BraceangleT) VT, OR VTW COMPRESSION MEMBER Gage = 16 Pspace (Note: Compression member to be designed seperately, see additional calculations. Compression memeber needed only when StrapsT > 0) P47868b_fgh.xmcd B4 STRAP WIDTH ws = 2•in TL = 0 l TT = 0 l height Uplift T k. Bra ce,neia 7/30/2018 INPUT VALUES PURLIN BRIDGING SPACING DEPTH OF PURLIN HEIGHT OF HORIZONTAL BRACING WIDTH OF INTERIOR COLUMN SIDE WALL COLUMN END WALL COLUMN webs := 3.5 webE := 3.5 END CLOSET COLUMN (JAMB) END CLOSET COLUMN (HDR) STUB POST HEADER (L) STUB POST HEADER (S) LOAD COMBINATIONS LC1 =D+MAX(S,Lr) LC2 = D +MAX(.75S,.75Lr) LC3 = D +MAX( .6W,.7E) LC4 = D +..45W +MAX(.75S,.75Lr) LC5 = D +..525E +.75S LC6 = .6D + MAX(.6W,.7E) PURL INFORMATION PURLIN LOADS LC1 LC4 LC6 LC6 PURLIN STUB POST HEADERS STUB POST HEADER LOADS LC1 LC4 LC5 MEMBER SIZES STUB POST HEADERS STUB POST HEADER BRACING SMALL STUB POST HEADERS SMALL STUB POST HEADER BRACING P47868b_fgh.xmcd PurlinBridgeSpace = 60 webp :— 7 BridgeHeight = 4.58ft webr := 3.5 ColumnNumbersw := 2 ColumnNumberEw := 2 webEwc := 3.5 webEc := 3.5 JAMB SUPPORT CORNER COLUMN UNBRACED LENGTH (y& t) SIDEWALL GIRT ENDWALL GIRT ColumnNumberEwc := 1 ColumnNumbesc := 1 StubPostJ := "no" Cbiace = 3.06 ft webG := webs GirtNumber := 1 webE := webE EGirtNumber := 1 (Use either 3.5 or 5.5 for the width of Side Wall, End Wall or End Closet Columns) webH 9 5.5", 9",10" or 12" MembersHL := 1 webHs := 5.5 5.5", 9",10" or 12" MembersHs := 1 EQUATION 16-10 EQUATION 16-11 EQUATION 16-12 EQUATION• 16-13 EQUATION 16-14 EQUATION 16-15 UNIFORM LOAD WPurlinl = 210•plf WPurlin4 = 178•plf wPurlin6 =—62•plf Wpurlin6e =—85•plf EQUATION 16-16 END REACTION RPuriinl = 1050 Ib RPurlin4 = 892 Ib RPurlin6 = —311 Ib RPurlin6ea = —375 Ib RPurlin6eb = —324 Ib MemberpR = "7 x 16ga, 50ksi Cee Purlin" IntpR = 0.872 LXpR = 118.5•in LypR = 118.5 -in LtpR = 118.5 -in REACTION RHS = 10501b RH4 = 8921b RH6 = —311 Ib MOMENT MHS = 5250Ib•ft MH4 = 4461 lb -ft =—1555Ib•ft MH6 MemberH = "9 x 3.2 x 14ga 50 ksi Stub Header" LxH = 120 -in LyH = 120 -in LtH = 120 -in MemberHs = "5.5 x 3.2 x 18ga 33 ksi Stub Header" LxHs = 60 -in LyHs = 60 -in LtHs = 60 -in MOMENT MPurlinl = 2625Ib•ft MPurlin4 = 2230Ib•ft MPurlinl = —778 lb -ft = —1064 lb -ft MPurlin6e LyPR_neg = 118.5 in L4PR_neg = 118.5 -in INTERACTION LENGTH {ntH = 0.908 HeaderLength = 10ft IntHs = 0.895 SHLength = 5ft B5 7/30/2018 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LC1 P11 = 21001b M11 = 0 LC3 P13 = 3991b M13 = 0 LC4 P14 = 1824 Ib M14 = 196.94 Ib•ft (Moment due to 5 psf horizontal load) LC5 P15 = 16421b M15 = 196.941b•ft MEMBER SIZES INTERACTION INTERIOR COLUMN Members = "3.63 x 2 x 16ga, 50 ksi Interior Column" In11 = 0.8115 INTERIOR COLUMN BRACING Lxl = 103•in Lyl = 12 -in Lt1= 103•in JAMBS JAMB LOADS AXIAL LOAD MOMENT LC1PJamb1 = 1050 Ib NA LC3 PJamb3a = 2401bMJamb3a = 1741b•ft LC3 PJamb3b = 1001b NA LC4PJamb4 = 943 lb MJamb4 = 1301b•ft LC5 PJamb5 = 838 Ib NA JAMB UNIFORM LOAD sWjamb = 133•p1f WEWJamb = 76•plf JAMB APPLIED MOMENT JambMoment = 174Ib•ft EWJambMoment = 991b•ft JAMB AXIAL LOADPJamb1 = 1050 Ib JAMB MOMENT CAPACITYMjambcap = 971 Ib•ft JAMB AXIAL CAPACITYPjambcap = 5691 Ib JAMB CHECK JambCheck = "ok" EWJambCheck = "ok" MEMBER SIZES END WALL HEADER MOMENT CAPACTIY EWheadermomenallt = 2922Ib•ft END WALL HEADER APPLIED MOMENT EWhedermomentapp = 2625Ib•ft LARGE END WALL HEADER CHECK EWheader_checkl6 = "16in_EW Header O.K." EWheader_check22 = "22in_EW Header O.K." SEE WALL COLUMNS SIDE WALL LOADS AXIAL SIDE WALL MOMENT LC1 Psw1 = 1050 Ib Msw = 0113 -ft LC3 Psw3 = 2401b LC4 Psw4 = 943 lb MEMBER SIZES INTERACTION SIDE WALL COLUMN Membersw = "3.63 x 1.5 x 18ga 33 ksi Column" Intsw = 0.369 SIDE WALL COLUMN BRACING Lxs = 110•in Lys = 37•in Lts = 37•in P47868b_fgh.xmcd B6 7/30/2018 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LC1 PEW1 = 10501b NA NA LC3 PEW3 = 2401b WEW3 = 53•plf MEWS = 5531b•ft LC4 PEW4 = 9431b WEW4 = 39•plf MEW4 = 4141b -ft MEMBER SIZES END WALL COLUMN MemberEw = "3.63 x 1.5 x 18ga 33 ksi Column" END WALL COLUMN BRACING GIRTS GIRT LOADS SIDE WALL GIRT IN MIDZONE SIDE WALL GIRT IN END ZONE GIRT IN MIDZONE GIRT IN END ZONE MEMBER SIZES SIDE WALL GIRT (MID) END WALL GIRT (END) SIDE WALL GIRT BRACING END WALL GIRT BRACING STUDS STUD SPACING STUD LOADS SIDE WALL STUD IN MID ZONE SIDE WALL STUD IN END ZONE MEMBER SIZES SIDE WALL STUD SIDE WALL STUB BRACING LxE = 103•in LyE = 43•in LtE = 43.in UNIFORM LOAD END REACTION MOMENT wGs = 45.0 RGS = 2231b MGS = 5581b•ft WGSe = 53-10 RGSe = 265 Ib MGSe = 663Ib•ft plf RGE = 2731b wGE = 55•MGE = 171 Ib•ft WGEe = 66•plf RGEe = 331 Ib MGEe = 2071b.ft MemberGs = "3.5 x 1.75 x 18ga 33 ksi Girt" MemberGE = "3.5 x 1.75 x 18ga 33 ksi Girt" LxG = 119 -in LyG = 12 -in LtG = 119 -in LxGE = 59 -in LyGE = 12 -in LtGE = 59•in StudSpacing = 16•in UNIFORM LOAD MOMENT wstud = 21 •pif Mstud = 217113 -ft WStude = 250 Mstude = 2671b -ft Memberstud = "3.625 x 2 x 20ga 33 ksi Stud" Lxstud = 110•in Lystud = 37.in Ltstud = 37•in FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS GRAVITY Pdown interior = 21001b UPLIFT EXTERIOR COLUMN REACTIONS GRAVITY Pdown exterior = 1050 Ib UPLIFT ALLOWABLE BEARING PRESSURE BearingPressure = 1500•psf SLAB THICKNESS Slab = 5.5 -in PAD WIDTH Padw = "na" •in PAD DEPTH PadD = "na" .in Pup_int = 348 Ib Pup_ext = 2421b INTERACTION IntEW = 0.874 INTERACTION IntGs = 0.981 IntGE = 0.306 INTERACTION Intstud = 0.464 P47868b_fgh.xmcd B7 7/30/2018