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Home My WebLink AboutCT 2018-0002; AVIARA APARTMENTS EAST; STRUCTURAL CALCULATIONS SITE WALL; 2022-10-21 VCA STRUCTURAL 1845 W. Orangewood Ave., Suite 200 Orange, CA 92868 STRUCTURAL BUILDING DEPARTMENT SUBMITTAL AVIARA APARTMENTS Site Walls CARLSBAD, CA Structural Calculations SUBMITTED TO: City of Carlsbad, California 1st Submittal: June 24, 2022 2nd Submittal: August 24, 2022 3rd Submittal: October 21, 2022 Job No – 10-11209 Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 11.00 4.00 0.00 12.00 2,667.0 45.0 0.0 250.0 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 =0.250 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 0.0 0.00.0 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 psf 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 . . . . . . .=187.500 (Strength) Total Strength-Level Seismic Load. . . . .= 820.313Total Service-Level Seismic Load. . . . .= 1,171.875 lbs lbspsf Method : Triangular Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Design Summary Wall Stability RatiosOverturning =1.43 Global Stability =1.34 Ratio < 1.5!Sliding =1.58 OK Total Bearing Load =8,341 lbs...resultant ecc.=9.25 in Eccentricity within middle thirdSoil Pressure @ Toe =2,077 psf OKSoil Pressure @ Heel =268 psf OK Allowable =2,667 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,907 psf ACI Factored @ Heel =376 psf Footing Shear @ Toe =27.1 psi OK Footing Shear @ Heel =10.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =4,335.9 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,085.14,757.8== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Stem Construction 3rd 2nd Stem OKStem OK Bottom Shear.....Actual Design Height Above Ftg =11.50ft 5.00 0.00 Wall Material Above "Ht"=Fence Masonry Masonry Thickness =8.00 14.00Rebar Size =##5 7 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.734 0.912 Total Force @ Section =1,080.0lbs 3,630.0 Moment....Actual =2,160.0 13,310.0ft-# Moment.....Allowable =2,939.8 14,580.5ft-# =11.8 22.2psi Shear.....Allowable =53.5 47.3 Wall Weight =84.0psf 155.0 Rebar Depth 'd'=in 5.25 11.00 Masonry Data f'm =2,000psi 1,500Fs=psi 32,000 32,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 21.48 Equiv. Solid Thick.=7.63 13.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SDASD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 163.50in2 Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 2.42 3.58 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 = 18.00 45.00 2.33 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.27 in, #5@ 9.72 in, #6@ 13.8 in, #7@ 18 Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 12.00 in == = = = 2,9077,4971,4576,040 27.10 82.16 Heel: 3762,0896,2424,153 10.87 82.16 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing =# 6 @ 12.00 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: 2.33 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. phiMn 30,08328,103=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#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 =820.3 = = 265.8 1.21 321.2= = =Seismic Earth Load = 4.17 3,418.0 Stem Weight(s) = 1,321.0 2.90 3,826.5 Earth @ Stem Transitions = 330.0 3.33 1,100.0 Footing Weight = 1,350.0 3.00 4,050.0 Key Weight = 843.8 3.08 2,601.6 Added Lateral Load lbs =18,066.4 Vert. Component Total = 7,034.8 25,910.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =4,335.9 O.T.M. = Resisting/Overturning Ratio =1.43 Vertical Loads used for Soil Pressure =8,340.5 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 NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 2,924.2 4.79 4.79 14,011.6 14,011.6 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 3,515.6 4.17 14,648.4 Hydrostatic Force 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)0.144 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-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 5.00 ft above top of footing Calculated Rebar Stress, fs = 23511.50 psi Lap Splice length for #5 bar specified in this stem design segment =29.39 in Development length for #5 bar specified in this stem design segment =29.39 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 18717.85 psi 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 =32.76 in Hooked embedment length into footing for #7 bar specified in this stem design segment =13.42 in As Provided =0.9000 in2/ft As Required =0.5169 in2/ft Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 1 '-0" Fence 8" w/#5@ 16" Solid Grout 14" w/#7@ 8" Solid Grout ~------ #6@12in @Toe #6ca>12in @ C'enter On K y #6@12" @Heel 3'-6" 4'-0" Clear CO@e6~ .0625' 15'-0" 11'-0" 3" 3'-9" 2'-4" 1 '-6" 2'-2" 2'-5" 3'-7" 6'-0" Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section G-G Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Pp= 4757.81# "' 0. M <O <D l'--0 N -"' 0. O> "! (X) <O N 3516# 820# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.00 4.00 0.00 12.00 2,667.0 45.0 0.0 250.0 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 =0.250 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 75.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 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 psf 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 . . . . . . .=172.500 (Strength) Total Strength-Level Seismic Load. . . . .= 694.313Total Service-Level Seismic Load. . . . .= 991.875 lbs lbspsf Method : Triangular Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Design Summary Wall Stability RatiosOverturning =1.96 Global Stability =1.45 OKSliding=1.58 OK Total Bearing Load =7,860 lbs...resultant ecc.=8.55 in Eccentricity within middle thirdSoil Pressure @ Toe =1,928 psf OKSoil Pressure @ Heel =324 psf OK Allowable =2,667 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,699 psf ACI Factored @ Heel =453 psf Footing Shear @ Toe =25.0 psi OK Footing Shear @ Heel =20.0 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =4,022.8 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,965.04,375.0== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Stem Construction 3rd 2nd Stem OKStem OK Bottom Shear.....Actual Design Height Above Ftg =10.50ft 5.00 0.00 Wall Material Above "Ht"=Fence Masonry Masonry Thickness =8.00 14.00Rebar Size =##5 6 Rebar Spacing =24.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.819 0.874 Total Force @ Section =903.4lbs 3,306.8 Moment....Actual =1,633.5 11,534.1ft-# Moment.....Allowable =1,993.0 13,195.7ft-# =9.9 20.2psi Shear.....Allowable =53.0 47.0 Wall Weight =84.0psf 155.0 Rebar Depth 'd'=in 5.25 11.00 Masonry Data f'm =2,000psi 1,500Fs=psi 32,000 32,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 21.48 Equiv. Solid Thick.=7.63 13.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SDASD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 163.50in2 Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 2.42 3.58 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 = 18.00 42.00 2.33 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.66 in, #5@ 10.33 in, #6@ 14.66 in, #7@ Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 12.00 in == = = = 2,6997,0011,4575,544 25.01 82.16 Heel: 4532,20410,4728,268 19.96 82.16 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing =# 6 @ 12.00 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: 2.33 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. phiMn 30,08328,103=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 2,028.85.75352.8=Surcharge over Heel = Surcharge Over Heel = 181.3 4.79 868.5= 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 =694.3 = = 265.8 1.21 321.2= = =Seismic Earth Load = 3.83 2,661.5 Stem Weight(s) = 1,237.0 2.91 3,595.5 Earth @ Stem Transitions = 275.0 3.33 916.7 Footing Weight = 1,350.0 3.00 4,050.0 Key Weight = 787.5 3.08 2,428.1 Added Lateral Load lbs =16,096.9 Vert. Component 1,105.2 6.00 6,631.3 Total = 7,860.1 31,549.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =4,022.8 O.T.M. = Resisting/Overturning Ratio =1.96 Vertical Loads used for Soil Pressure =7,860.1 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) 2,658.3 4.79 4.79 12,737.8 12,737.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,975.6 3.83 11,406.6 Hydrostatic Force 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)0.125 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-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 5.00 ft above top of footing Calculated Rebar Stress, fs = 26228.15 psi Lap Splice length for #5 bar specified in this stem design segment =49.18 in Development length for #5 bar specified in this stem design segment =49.18 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 21733.12 psi Lap Splice length for #6 bar specified in this stem design segment =32.60 in Development length for #6 bar specified in this stem design segment =32.60 in Hooked embedment length into footing for #6 bar specified in this stem design segment =11.50 in As Provided =0.6600 in2/ft As Required =0.4464 in2/ft Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 1'-0" Fence 8" w/#5@24" Solid Grout 14" w/#6@ 8" Solid Grout ------- #6@12in @Toe #6@12in @ Center On Ke #6@12" @Heel 3'-6" 4'-0" Clear Cm&~6' .0625" 14'-0" 10'-0" 3" 3'-6" 2'-4" 1 '-6" 2'-2" 2'-5" 3'-7" 6'-0" Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section H-H Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 75.00psf [I] 3328# 694# Pp= 4375.00# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 4.00 0.00 12.00 2,667.0 45.0 0.0 250.0 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 =0.250 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 75.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 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 psf 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 . . . . . . .=157.500 (Strength) Total Strength-Level Seismic Load. . . . .= 578.813Total Service-Level Seismic Load. . . . .= 826.875 lbs lbspsf Method : Triangular Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Design Summary Wall Stability RatiosOverturning =1.42 Global Stability =1.13 Ratio < 1.5!Sliding =1.55 OK Total Bearing Load =4,885 lbs...resultant ecc.=14.19 in Eccentricity outside middle thirdSoil Pressure @ Toe =2,005 psf OKSoil Pressure @ Heel =0 psf OK Allowable =2,667 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,807 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =22.5 psi OK Footing Shear @ Heel =12.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,381.6 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,221.24,007.8== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Stem Construction 3rd 2nd Stem OKStem OK Bottom Shear.....Actual Design Height Above Ftg =9.50ft 5.00 0.00 Wall Material Above "Ht"=Fence Masonry Masonry Thickness =8.00 12.00Rebar Size =##4 6 Rebar Spacing =24.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.678 0.904 Total Force @ Section =602.7lbs 2,706.1 Moment....Actual =885.5 8,532.6ft-# Moment.....Allowable =1,305.7 9,430.3ft-# =6.6 19.4psi Shear.....Allowable =52.5 46.8 Wall Weight =84.0psf 133.0 Rebar Depth 'd'=in 5.25 9.00 Masonry Data f'm =2,000psi 1,500Fs=psi 32,000 32,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 21.48 Equiv. Solid Thick.=7.63 11.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SDASD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 3.50 1.50 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 = 18.00 39.00 2.33 ft Footing Thickness =in 5.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.66 in, #5@ 10.33 in, #6@ 14.66 in, #7@ Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 12.00 in == = = = 2,80712,1202,8149,306 22.50 82.16 Heel: 001,1321,132 12.17 82.16 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing =# 6 @ 12.00 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: 1.94 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. phiMn 30,08328,103=ft-# OKOK Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 1,691.35.25322.2=Surcharge over Heel = Surcharge Over Heel = 37.5 4.75 178.1= 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 =578.8 = = 385.0 1.75 673.8= = =Seismic Earth Load = 3.50 2,025.8 Stem Weight(s) = 1,043.0 3.94 4,109.0 Earth @ Stem Transitions = 146.7 4.33 635.6 Footing Weight = 1,125.0 2.50 2,812.5 Key Weight = 731.3 3.08 2,254.7 Added Lateral Load lbs =12,399.4 Vert. Component 921.4 5.00 4,606.8 Total = 4,884.8 17,621.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,381.6 O.T.M. = Resisting/Overturning Ratio =1.42 Vertical Loads used for Soil Pressure =4,884.8 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) 495.0 4.75 4.75 2,351.3 2,351.3 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,480.6 3.50 8,682.2 Hydrostatic Force 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)0.145 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-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 5.00 ft above top of footing Calculated Rebar Stress, fs = 21700.29 psi Lap Splice length for #4 bar specified in this stem design segment =21.70 in Development length for #4 bar specified in this stem design segment =21.70 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 19871.74 psi 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 =29.81 in Hooked embedment length into footing for #6 bar specified in this stem design segment =11.50 in As Provided =0.6600 in2/ft As Required =0.4045 in2/ft Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: 1 '-0" Fence 8" w/#4@24" Solid Grout 12" w/#6@ 8" Solid Grout ~------- #6@12in @Toe #6@12in @ Center On Ke #6@12" @Heel 3'-6" 4'-0" 5" 13'-0" 9'-0" 3" 3'-3" 2'-4" 1 '-6' '-2" 3'-6" 1'-6" 5'-0" Cantilevered Retaining Wall LIC# : KW-06017322, Build:20.22.8.17 VCA CONSULTANTS, INC (c) ENERCALC INC 1983-2022 DESCRIPTION:Section I-I Project File: Aviara Site Walls.ec6 Project Title:Aviara ApartmentsEngineer:Sean Fallesen, S.E.Project ID:10-11209Project Descr: Pp= 4007.81# '1n a. (") (") l() 0 0 N 75.00psf IT] 2803# 579# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure