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HomeMy WebLinkAboutDOCUMENT Structural Calculations Remodel 1240 Big Thompson 2023-02-13 HOTEL ESTES PORTE COCHERE AND LODGE Project Location: 1240 Big Thompson Ave Estes Park, CO 80517 Project No.: HRI01 QSFQBSFE!GPS; Ipditufumfs!Sftpsut!Jod QSFQBSFE!CZ; Hbmmpxbz!'!Dpnqboz-!Jod/ 6611!Hsffoxppe!Qmb{b!Cmwe-!Tvjuf!311 Hsffoxppe!Wjmmbhf-!DP!91222 EBUF; 302403134 13.24.3134 PROJECT NAME: PROJECT NUMBER: HOTEL ESTES HRI01 QSPKFDU!OBNF;QSPKFDU!OVNCFS;!!!!!!!!!!!!!!DIFDLFE!CZ;210503133!!!!!!!!!!!!!!!!!!Qbhf!2 !GUM GUM12/41!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!SSI XJOETPS-!DP TABLE OF CONTENTS TITLE PAGE LOCAL INFORMATION............................................................................3 PORTE COCHERE LOADS AND DESIGN...................................................5 LODGE LOADS AND DESIGN.................................................................93 PROJECT NAME: PROJECT NUMBER: HOTEL ESTES HRI01 QSPKFDU!OBNF;QSPKFDU!OVNCFS;!!!!!!!!!!!!!!DIFDLFE!CZ;210503133!!!!!!!!!!!!!!!!!!Qbhf!3 !GUM GUM12/41!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!SSI XJOETPS-!DP LOCAL INFORMATION PROJECT NAME: PROJECT NUMBER: HOTEL ESTES HRI01 QSPKFDU!OBNF;QSPKFDU!OVNCFS;!!!!!!!!!!!!!!DIFDLFE!CZ;210503133!!!!!!!!!!!!!!!!!!Qbhf!4 !GUM GUM12/41!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!SSI XJOETPS-!DP PORTE COCHERE LOADS AND DESIGN PROJECT NAME: PROJECT NUMBER: HOTEL ESTES HRI01 QSPKFDU!OBNF;QSPKFDU!OVNCFS;!!!!!!!!!!!!!!DIFDLFE!CZ;210503133!!!!!!!!!!!!!!!!!!Qbhf!24 !GUM GUM12/41!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!SSI XJOETPS-!DP Company JOB TITLE Address City, State JOB NO.SHEET NO. Phone CALCULATED BYDATE CHECKED BYDATE Ultimate Wind Pressures Type of roof =Pitched Free RoofsG = 0.85 Wind Flow =ClearRoof Angle =14.0 deg NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 16 psf. Kz = Kh (case 2) =0.87Base pressure (qh) =58.1 psf Roof pressures - Wind Normal to Ridge Wind Direction Wind Load FlowCase CnwCnl Cn =1.10-0.39 A p =54.3 psf-19.1 psf Clear Wind FlowCn =0.11-1.11 B p =5.6 psf-54.9 psf NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces. 2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof. 3). Positive pressures act toward the roof. Negative pressures act away from the roof. Horizontal Distance from Windward Wind Load h = 17.0 ft Edge FlowCase 2h = 34.0 ft > 2h Cn =-0.80-0.60-0.30 A p =-39.5 psf-29.6 psf-14.8 psf Clear Wind FlowCn =0.800.500.30 B p =39.5 psf24.7 psf14.8 psf Fascia Panels -Horizontal pressures Fascia pressures not applicable - roof angle exceeds 5 degrees. qp =0.0 psfWindward fascia:0.0psf (GCpn = +1.5) Leeward fascia:0.0psf (GCpn = -1.0) Components & Cladding - roof pressures 2 a = Kz = Kh (case 1) =0.87a =3.0 ft9.0 sf 2 4a = Base pressure (qh) =58.1 psf36.0 sf G =0.85 Clear Wind Flow zone 3zone 2zone 1 Effective Wind Area positivenegativepositivenegativepositivenegative 2.20-2.381.70-1.711.10-1.11 C 1.70-1.711.70-1.711.10-1.11 N > 36 sf1.10-1.111.10-1.111.10-1.11 108.6 psf-117.5 psf83.9 psf-84.6 psf54.3 psf-54.9 psf Wind 83.9 psf-84.6 psf83.9 psf-84.6 psf54.3 psf-54.9 psf pressure > 36 sf 54.3 psf-54.9 psf54.3 psf-54.9 psf54.3 psf-54.9 psf Company JOB TITLE Address City, State JOB NO.SHEET NO. Phone CALCULATED BYDATE CHECKED BYDATE Location of Wind Pressure Zones MAIN WIND FORCE RESISTING SYSTEM COMPONENTS AND CLADDING Project Title: Engineer: Project ID: Project Descr: Project File: hotel estes.ec6 Wood Beam LIC# : KW-06014894, Build:20.22.12.28Galloway & Company, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:Porte Cochere Ridge Beam CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties E : Modulus of Elasticity Analysis Method :Allowable Stress Design2600psi Fb + Load Combination :Fb -2600psiEbend- xx2000ksi IBC 2021 Fc - Prll1850psiEminbend - xx1060ksi Fc - Perp650psiEbend- yy1800ksi Wood Species :DF/DF Fv265psiEminbend - yy950ksi Wood Grade :26F-V2 Ft1350psi Density31.21pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Service loads entered. Load Factors will be applied for calculations. Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0750, W = 0.070 ksf, Tributary Width = 15.0 ft Design OK DESIGN SUMMARY Maximum Bending Stress Ratio=0.833: 1Maximum Shear Stress Ratio=0.500: 1 Section used for this span Section used for this span 5.5x34.55.5x34.5 fb: Actualfv: Actual =2,124.61psi=152.50psi F'bF'v =2,550.81psi=304.75psi Load Combination+D+SLoad Combination+D+S Location of maximum on span16.665ftLocation of maximum on span30.532ft == Span # where maximum occursSpan # 1Span # where maximum occursSpan # 1 == Maximum Deflection Max Downward Transient DeflectioninRatio =>=360Span: 1 : S Only 0.835479 Max Upward Transient DeflectioninRatio =<360n/a 00 Max Downward Total DeflectioninRatio =>=180Span: 1 : +D+0.750S+0.450W 1.174340 Max Upward Total DeflectioninRatio =<180n/a 00 Maximum Forces & Stresses for Load Combinations Max Stress RatiosMoment ValuesShear Values Load Combination CC Span #MCCLxMfbF'b Segment LengthVCCfuVfvF'v CDCM r ti V D Only0.00.000.00.0 Length = 33.330 ft10.2040.1220.901.001.001.000.8531.001.001.0036.95406.41,996.33.6929.2238.5 +D+Lr1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.3120.1871.251.001.001.000.8531.001.001.0078.61864.62,772.67.8562.1331.3 +D+S1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.8330.5001.151.001.001.000.8531.001.001.00193.172,124.62,550.819.29152.5304.8 +D+0.750Lr1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.2710.1631.251.001.001.000.8531.001.001.0068.20750.12,772.66.8153.8331.3 +D+0.750S1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.6650.3991.151.001.001.000.8531.001.001.00154.121,695.12,550.815.39121.7304.8 Project Title: Engineer: Project ID: Project Descr: Project File: hotel estes.ec6 Wood Beam LIC# : KW-06014894, Build:20.22.12.28Galloway & Company, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:Porte Cochere Ridge Beam Maximum Forces & Stresses for Load Combinations Max Stress RatiosMoment ValuesShear Values Load Combination CC Span #MCCLxMfbF'b Segment LengthVCCfuVfvF'v CDCM r ti V +D+0.60W1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.3860.2321.601.001.001.000.8531.001.001.00124.441,368.63,549.012.4398.2424.0 +D+0.750Lr+0.450W1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.4150.2491.601.001.001.000.8531.001.001.00133.811,471.73,549.013.36105.6424.0 +D+0.750S+0.450W1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.6810.4091.601.001.001.000.8531.001.001.00219.732,416.73,549.021.94173.5424.0 +0.60D+0.60W1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.3400.2041.601.001.001.000.8531.001.001.00109.661,206.03,549.010.9586.6424.0 +0.60D1.001.001.000.8531.001.001.000.00.000.00.0 Length = 33.330 ft10.0690.0411.601.001.001.000.8531.001.001.0022.17243.93,549.02.2117.5424.0 Overall Maximum Deflections Load CombinationSpanMax. "-" DeflLocation in SpanLoad CombinationMax. "+" DeflLocation in Span +D+0.750S+0.450W11.174116.7870.00000.000 Support notation : Far left is #1 Values in KIPS Vertical Reactions Load CombinationSupport 1Support 2 Max Upward from all Load Conditions26.37026.370 Max Upward from Load Combinations26.37026.370 Max Upward from Load Cases18.74818.748 D Only4.4354.435 +D+Lr9.4349.434 +D+S23.18323.183 +D+0.750Lr8.1858.185 +D+0.750S18.49618.496 +D+0.60W14.93414.934 +D+0.750Lr+0.450W16.05916.059 +D+0.750S+0.450W26.37026.370 +0.60D+0.60W13.16013.160 +0.60D2.6612.661 Lr Only5.0005.000 S Only18.74818.748 W Only17.49817.498 Project Title: Engineer: Project ID: Project Descr: Project File: hotel estes.ec6 General Footing LIC# : KW-06014894, Build:20.22.12.28Galloway & Company, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:--None-- Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-10 General Information Material PropertiesSoil Design Values 4.50 f'c : Concrete 28 day strength=ksiAllowable Soil Bearing=1.50ksf fy : Rebar Yield=60.0ksi= Soil Density110.0pcf Ec : Concrete Elastic Modulus=3,122.0ksi Increase Bearing By Footing Weight=No Concrete Density=145.0pcf Soil Passive Resistance (for Sliding)=250.0pcf ValuesFlexure=0.90 Soil/Concrete Friction Coeff.=0.30 Shear=0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface=2.50ft Min Steel % Bending Reinf.= Allow press. increase per foot of depth=ksf Min Allow % Temp Reinf.=0.00180 when footing base is below=ft Min. Overturning Safety Factor=1.0: 1 Min. Sliding Safety Factor=: 1Increases based on footing plan dimension 1.0 Allowable pressure increase per foot of depth Add Ftg Wt for Soil Pressure:Yes =ksf Use ftg wt for stability, moments & shears:Yes when max. length or width is greater than Add Pedestal Wt for Soil Pressure:No =ft Use Pedestal wt for stability, mom & shear:No Dimensions Width parallel to X-X Axis=8.0ft Length parallel to Z-Z Axis=8.0ft Footing Thickness=16.0in Pedestal dimensions... = px : parallel to X-X Axisin = pz : parallel to Z-Z Axisin = Heightin Rebar Centerline to Edge of Concrete... at Bottom of footing=3.0in Reinforcing Bars parallel to X-X Axis = Number of Bars10.0 # Reinforcing Bar Size=5 Bars parallel to Z-Z Axis Number of Bars=10.0 Reinforcing Bar Size=#5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zonen/a # Bars required on each side of zonen/a Applied Loads DLrLSWEH P : Column Load=66.0k OB : Overburden=ksf M-xx=k-ft M-zz=47.0k-ft V-x=6.0k V-z=k Project Title: Engineer: Project ID: Project Descr: Project File: hotel estes.ec6 General Footing LIC# : KW-06014894, Build:20.22.12.28Galloway & Company, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:--None-- DESIGN SUMMARYDesign OK Min. RatioItemAppliedCapacityGoverning Load Combination PASS0.8820Soil Bearing1.323ksf1.50ksf+D+0.60W PASSn/aOverturning - X-X0.0k-ft0.0k-ftNo Overturning PASS6.297Overturning - Z-Z33.0k-ft207.808k-ft+0.60D+0.60W PASS5.687Sliding - X-X3.60k20.474k+0.60D+0.60W PASSn/aSliding - Z-Z0.0k0.0kNo Sliding PASSn/aUplift0.0k0.0kNo Uplift PASS0.6913Z Flexure (+X)15.366k-ft/ft22.227k-ft/ft+1.20D+W PASS0.3697Z Flexure (-X)8.217k-ft/ft22.227k-ft/ft+1.20D+W PASS0.7090X Flexure (+Z)15.760k-ft/ft22.227k-ft/ft+1.20D+W PASS0.3697X Flexure (-Z)8.217k-ft/ft22.227k-ft/ft+1.20D+W PASS0.34911-way Shear (+X)35.131psi100.623psi+1.20D+W PASS0.19171-way Shear (-X)19.291psi100.623psi+1.20D+W PASS0.36141-way Shear (+Z)36.369psi100.623psi+1.20D+W PASS0.36141-way Shear (-Z)36.369psi100.623psi+1.20D+W PASS0.65372-way Punching131.548psi201.246psi+1.20D+W Detailed Results Soil Bearing XeccZeccActual Soil Bearing Stress @ Location Actual / Allow Rotation Axis & (in) Gross AllowableBottom LeftTop LeftTop RightBottom Right Load Combination...Ratio , D Only0.000 , 0.0 deg CCW1.500.00.00.32170.32170.32170.32170.215 , +D+0.60W0.000 , 0.0 deg CCW1.506.5800.00.55760.55761.3231.3230.882 , +D+0.450W0.000 , 0.0 deg CCW1.505.9060.00.49860.49861.0731.0730.715 , +0.60D+0.60W0.000 , 0.0 deg CCW1.507.6220.00.42890.42891.1951.1950.797 , +0.60D0.000 , 0.0 deg CCW1.500.00.00.19300.19300.19300.19300.129 Overturning Stability Rotation Axis & Load Combination...Overturning MomentResisting MomentStability RatioStatus X-X, D OnlyNone0.0 k-ftInfinityOK X-X, +D+0.60WNone0.0 k-ftInfinityOK X-X, +D+0.450WNone0.0 k-ftInfinityOK X-X, +0.60D+0.60WNone0.0 k-ftInfinityOK X-X, +0.60DNone0.0 k-ftInfinityOK Z-Z, D OnlyNone0.0 k-ftInfinityOK Z-Z, +D+0.60W33.0 k-ft240.747 k-ft7.295OK Z-Z, +D+0.450W24.750 k-ft201.147 k-ft8.127OK Z-Z, +0.60D+0.60W33.0 k-ft207.808 k-ft6.297OK Z-Z, +0.60DNone0.0 k-ftInfinityOK All unitsk Sliding Stability Force Application Axis Load Combination...Sliding ForceResisting ForceStability Ratio Status X-X, D Only0.0 k11.065 kNo SlidingOK X-X, +D+0.60W3.60 k22.945 k6.374OK X-X, +D+0.450W2.70 k19.975 k7.398OK X-X, +0.60D+0.60W3.60 k20.474 k5.687OK X-X, +0.60D0.0 k8.594 kNo SlidingOK Z-Z, D Only0.0 k11.065 kNo SlidingOK Z-Z, +D+0.60W0.0 k22.945 kNo SlidingOK Z-Z, +D+0.450W0.0 k19.975 kNo SlidingOK Z-Z, +0.60D+0.60W0.0 k20.474 kNo SlidingOK Z-Z, +0.60D0.0 k8.594 kNo SlidingOK Project Title: Engineer: Project ID: Project Descr: Project File: hotel estes.ec6 General Footing LIC# : KW-06014894, Build:20.22.12.28Galloway & Company, Inc.(c) ENERCALC INC 1983-2022 DESCRIPTION:--None-- Footing Flexure MuSideTensionAs Req'dGvrn. AsActual AsPhi*Mn Status Flexure Axis & Load Combination k-ftSurfacein^2in^2in^2k-ft X-X, +1.40D3.747+ZBottom0.3456AsMin0.387522.227OK X-X, +1.40D3.747-ZBottom0.3456AsMin0.387522.227OK X-X, +1.20D3.212+ZBottom0.3456AsMin0.387522.227OK X-X, +1.20D3.212-ZBottom0.3456AsMin0.387522.227OK X-X, +1.20D+0.50W9.486+ZBottom0.3456AsMin0.387522.227OK X-X, +1.20D+0.50W5.714-ZBottom0.3456AsMin0.387522.227OK X-X, +1.20D+W15.760+ZBottom0.3642Min ACI 10.50.387522.227OK X-X, +1.20D+W8.217-ZBottom0.3456AsMin0.387522.227OK X-X, +0.90D+W14.957+ZBottom0.3456AsMin0.387522.227OK X-X, +0.90D+W7.414-ZBottom0.3456AsMin0.387522.227OK X-X, +0.90D2.409+ZBottom0.3456AsMin0.387522.227OK X-X, +0.90D2.409-ZBottom0.3456AsMin0.387522.227OK Z-Z, +1.40D3.747-XBottom0.3456AsMin0.387522.227OK Z-Z, +1.40D3.747+XBottom0.3456AsMin0.387522.227OK Z-Z, +1.20D3.212-XBottom0.3456AsMin0.387522.227OK Z-Z, +1.20D3.212+XBottom0.3456AsMin0.387522.227OK Z-Z, +1.20D+0.50W5.714-XBottom0.3456AsMin0.387522.227OK Z-Z, +1.20D+0.50W9.289+XBottom0.3456AsMin0.387522.227OK Z-Z, +1.20D+W8.217-XBottom0.3456AsMin0.387522.227OK Z-Z, +1.20D+W15.366+XBottom0.3550Min ACI 10.50.387522.227OK Z-Z, +0.90D+W7.414-XBottom0.3456AsMin0.387522.227OK Z-Z, +0.90D+W14.563+XBottom0.3456AsMin0.387522.227OK Z-Z, +0.90D2.409-XBottom0.3456AsMin0.387522.227OK Z-Z, +0.90D2.409+XBottom0.3456AsMin0.387522.227OK One Way Shear Load Combination...Vu @ -XVu @ +XVu @ -ZVu @ +ZVu:MaxPhi Vn Vu / Phi*VnStatus +1.40Dpsi8.65psi8.65psi8.65psi8.65psi100.62psi0.09OK 8.65 +1.20Dpsi7.41psi7.41psi7.41psi7.41psi100.62psi0.07OK 7.41 +1.20D+0.50Wpsi21.27psi21.89psi21.89psi21.89psi100.62psi0.22OK 13.35 +1.20D+Wpsi35.13psi36.37psi36.37psi36.37psi100.62psi0.36OK 19.29 +0.90D+Wpsi33.28psi34.52psi34.52psi34.52psi100.62psi0.34OK 17.44 +0.90Dpsi5.56psi5.56psi5.56psi5.56psi100.62psi0.06OK 5.56 Two-Way "Punching" ShearAll unitsk Vu / Phi*VnStatus Load Combination...VuPhi*Vn +1.40D41.80psi201.25psi0.2077OK +1.20D35.83psi201.25psi0.178OK +1.20D+0.50W83.69psi201.25psi0.4158OK +1.20D+W131.55psi201.25psi0.6537OK +0.90D+W122.59psi201.25psi0.6092OK +0.90D26.87psi201.25psi0.1335OK LODGE LOADS AND DESIGN PROJECT NAME: PROJECT NUMBER: HOTEL ESTES HRI01 QSPKFDU!OBNF;QSPKFDU!OVNCFS;!!!!!!!!!!!!!!DIFDLFE!CZ;210503133!!!!!!!!!!!!!!!!!!Qbhf!2: !GUM GUM12/41!!!!!!!!!!!!!!!!!!!!!!!!!!!!!!SSI XJOETPS-!DP