The URL can be used to link to this page

Home My WebLink AboutCUP 2018-0014; FIRE STATION NO. 2; UPDATED SITE WALL CALCULATIONS; 2021-12-22 Structural Calculations For Carlsbad Fire Station #2 1906 Arenal Rd., Carlsbad, CA, 92009 100% Construction Documents IFC Update Submittal UPDATED SITE WALL CALCULATIONS ONLY Submitted: 12/22/2021 Prepared For: delawie 1515 Morena Blvd. San Diego, CA, 92110 (619)299-6690 Prepared By: SMR-ISD Consulting Structural Engineers, Inc. 1495 Pacific Highway, Suite 400 San Diego, CA 92101 619.294.6600 Project Engineer: Bahram Hormozdi Principal Engineer: Farzad Heidari, S.E. SMR-ISD Project No.: 2020-045 Inc. Inc. Fire Station #2 2020-045 Project Project No. Structural calculations BH 02/02/2021 Page: 65 Of: 65 Subject By Date TABLE OF CONTENTS 08 – Miscellaneous Design ...................................................................................................................................... 8-2 – Site Wall Design ............................................................................................................................................ 8 - 4 Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 5.00 0.00 12.00 3,325.0 42.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.00.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=103.000 (Strength) Total Strength-Level Seismic Load. . . . .= 198.275Total Service-Level Seismic Load. . . . .= 283.250 lbs lbspsf Method : Triangular Stem Weight Seismic Load F lbs=Added seismic base force 314.5/ Wpp 0.640 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Design Summary Wall Stability RatiosOverturning =1.56 Global Stability =2.86 OKSliding=1.55 OK Total Bearing Load =2,241 lbs...resultant ecc.=15.45 in Soil Pressure @ Toe =3,232 psf OKSoil Pressure @ Heel =0 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =4,525 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =14.2 psi OK Footing Shear @ Heel =7.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,148.0 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 995.9787.5== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.977 Total Force @ Section =800.3lbs Moment....Actual =2,063.0ft-# Moment.....Allowable =2,110.0 =8.7psi Shear.....Allowable =52.6psi Wall Weight =78.0psf Rebar Depth 'd'=3.75in Masonry Data f'm =2,000psi Fs =psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =15,888.2lbsStrength Level Service Level Strength Level =94,980.6ft-# Service Level Strength Level =86.1psi Design Method =ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: 1.50 2.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.50 ft Footing Thickness =in 3.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: =None Spec'd = = = = = 4,525 3,256 553 2,703 14.19 82.16 Heel: 0 0 1,417 1,417 7.86 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 13.58 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.36 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMin 26,67128,103=ft-# Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem= =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =198.3 314.5 = = 165.0 0.75 123.8= = =Seismic Earth Load = 1.83 363.5 Stem Weight(s)6.00 1,887.0Seismic Stem Self Wt = 702.0 1.83 1,287.0 Earth @ Stem Transitions =Footing Weight = 787.5 1.75 1,378.1 Key Weight = 1.50 Added Lateral Load lbs =3,415.1 Vert. Component 248.6 3.50 870.1 Total = 2,489.8 5,321.2* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,148.0 O.T.M. = Resisting/Overturning Ratio =1.56 Vertical Loads used for Soil Pressure =2,241.2 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 586.7 2.83 2.83 1,662.2 1,662.2 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 635.3 1.83 1,164.6 Hydrostatic Force Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.231 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 22.22 Lap Splice length for #6 bar specified in this stem design segment =30.00 in Development length for #6 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #6 bar specified in this stem design segment =8.26 in As Provided =0.3300 in2/ft As Required =0.2371 in2/ft Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:A3_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 6.00 0.00 18.00 3,325.0 42.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.00.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=129.000 (Strength) Total Strength-Level Seismic Load. . . . .= 248.325Total Service-Level Seismic Load. . . . .= 354.750 lbs lbspsf Method : Triangular Stem Weight Seismic Load F lbs=Added seismic base force 349.4/ Wpp 0.640 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Design Summary Wall Stability RatiosOverturning =1.69 Global Stability =2.36 OKSliding=1.78 OK Total Bearing Load =2,231 lbs...resultant ecc.=14.93 in Soil Pressure @ Toe =1,967 psf OKSoil Pressure @ Heel =0 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,754 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =7.7 psi OK Footing Shear @ Heel =2.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,233.0 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 991.81,200.0== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.941 Total Force @ Section =873.1lbs Moment....Actual =2,445.4ft-# Moment.....Allowable =2,597.0 =9.5psi Shear.....Allowable =52.9psi Wall Weight =78.0psf Rebar Depth 'd'=3.75in Masonry Data f'm =2,000psi Fs =psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =15,888.2lbsStrength Level Service Level Strength Level =94,980.6ft-# Service Level Strength Level =86.1psi Design Method =ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: 3.33 0.67 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 3.92 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: =None Spec'd = = = = = 2,754 8,039 2,855 5,184 7.73 82.16 Heel: 0 0 2 2 2.15 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 7 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.56 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMin 40,43137,731=ft-# Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem= =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =248.3 349.4 = = 549.5 1.67 914.8= = =Seismic Earth Load = 1.83 455.3 Stem Weight(s)6.50 2,271.4Seismic Stem Self Wt = 780.0 3.66 2,857.4 Earth @ Stem Transitions =Footing Weight = 900.0 2.00 1,800.0 Key Weight = 3.92 Added Lateral Load lbs =3,891.2 Vert. Component 248.6 4.00 994.4 Total = 2,479.5 6,572.5* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,233.0 O.T.M. = Resisting/Overturning Ratio =1.69 Vertical Loads used for Soil Pressure =2,230.9 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1.5 4.00 4.00 5.9 5.9 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 635.3 1.83 1,164.6 Hydrostatic Force Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.137 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 11.59 Lap Splice length for #6 bar specified in this stem design segment =30.00 in Development length for #6 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #6 bar specified in this stem design segment =6.00 in As Provided =0.6600 in2/ft As Required =0.2829 in2/ft Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B1_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.50 5.50 0.00 12.00 3,325.0 42.0 0.0 300.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.00.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=116.000 (Strength) Total Strength-Level Seismic Load. . . . .= 243.600Total Service-Level Seismic Load. . . . .= 348.000 lbs lbspsf Method : Triangular Stem Weight Seismic Load F lbs=Added seismic base force 349.4/ Wpp 0.640 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Design Summary Wall Stability RatiosOverturning =1.51 Global Stability =1.95 OKSliding=1.28 Ratio < 1.5! Total Bearing Load =2,048 lbs...resultant ecc.=18.12 in Soil Pressure @ Toe =2,787 psf OKSoil Pressure @ Heel =0 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =3,902 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =7.9 psi OK Footing Shear @ Heel =2.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,349.0 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 937.5787.5== 298.5 -lbslbs lbs OK lbs NG - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#7 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.952 Total Force @ Section =970.4lbs Moment....Actual =2,678.7ft-# Moment.....Allowable =2,813.4 =10.6psi Shear.....Allowable =52.9psi Wall Weight =78.0psf Rebar Depth 'd'=3.75in Masonry Data f'm =2,000psi Fs =psi 32,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Short Term Factor =1.000 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =15,888.2lbsStrength Level Service Level Strength Level =94,980.6ft-# Service Level Strength Level =86.1psi Design Method =ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: 3.33 0.67 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 3.58 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe: =None Spec'd = = = = = 3,902 8,143 2,452 5,691 7.94 82.16 Heel: 0 0 2 2 2.56 82.16 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 6 @ 13.58 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.56 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMin 26,67141,514=ft-# Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForceft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem= =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil =243.6 349.4 = = 366.3 1.67 609.9= = =Seismic Earth Load = 2.00 487.2 Stem Weight(s)6.50 2,271.4Seismic Stem Self Wt = 780.0 3.66 2,857.4 Earth @ Stem Transitions =Footing Weight = 900.0 2.00 1,800.0 Key Weight = 3.58 Added Lateral Load lbs =4,270.6 Vert. Component 295.9 4.00 1,183.4 Total = 2,343.8 6,457.3* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,349.0 O.T.M. = Resisting/Overturning Ratio =1.51 Vertical Loads used for Soil Pressure =2,048.0 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1.7 4.00 4.00 6.6 6.6 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 756.0 2.00 1,512.0 Hydrostatic Force Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only)0.194 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress,fs = 8.68 Lap Splice length for #7 bar specified in this stem design segment =35.00 in Development length for #7 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #7 bar specified in this stem design segment =7.00 in As Provided =0.9000 in2/ft As Required =0.3111 in2/ft Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: Cantilevered Retaining Wall LIC# : KW-06015072, Build:20.21.12.16 SMR-ISD ASSOCIATES STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2021 DESCRIPTION:B2_S-504 Project File: IFC update.ec6 Project Title:Carlsbad FS2Engineer:Project ID:2020-045Project Descr: