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Home My WebLink AboutCT 15-07; OCEAN VIEW POINT; STRUCTURAL CALCULATIONS FOR OCEAN VIEW POINT; 2023-05-10 STRUCTURAL CALCULATIONS FOR OCEAN VIEW POINT-SITE WALLS DATE: November 1, 2021 DESIGN PARAMETERS: Design Code: CBC 2019 Seismic Criteria: Des. Cat. D, Type II Wind Design Criteria: 97 MPH Exp. C Soils Report: GEI, Inc. Max. Soil Pressure: 2,500 PSF Revised : May 10, 2023 23 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.00 0.00 16.00 2,750.0 35.0 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 =0.300 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 250.0 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 . . . . . . .=180.000 (Strength) Total Strength-Level Seismic Load. . . . .= 582.750Total Service-Level Seismic Load. . . . .= 832.500 lbs lbspsf Method : Triangular Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.33 Global Stability =1.79 Ratio < 1.5! Sliding =1.53 OK Total Bearing Load =3,969 lbs...resultant ecc.=16.60 in Eccentricity outside middle thirdSoil Pressure @ Toe =2,225 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,750 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =3,114 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =22.7 psi OK Footing Shear @ Heel =16.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,815.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,190.7 3,105.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 6 Rebar Spacing =16.00 8.00 Rebar Placed at =4.81 i EdgeDesign Data fb/FB + fa/Fa =0.686 0.918 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,610.1 11,446.9ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=4.81in 5.00 Masonry Data f'm =2,000 2,000psiFy=psi 60,000 60,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.63 7.63in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,579.6 3,432.9lbsStrength Level Service Level Strength Level =3,163.0 10,511.9ft-# Service Level Strength Level =17.3 37.5psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50 139.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 3.25 1.50 15.00 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 =3,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 30.00 1.50 ft Footing Thickness =in 4.75= 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@ 10 in, #5@ 15.5 in, #6@ 18 in, #7@ 18 in, Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 4 @ 10.00 in = = = == 3,114 10,460 2,335 8,125 22.7382.16 Heel: 0 0 1,698 1,698 16.3982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 8 @ 24.38 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: 1.54 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 21,20332,604=ft-# OKOK Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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 3,403.14.63735.8=Surcharge over Heel = Surcharge Over Heel = 208.3 4.33 902.8= 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 =582.8 = = 476.7 1.63 774.6= = =Seismic Earth Load = 3.08 1,796.8 Stem Weight(s) = 624.0 3.58 2,236.0 Earth @ Stem Transitions =Footing Weight = 890.6 2.38 2,115.2 Key Weight = 375.0 2.00 750.0 Added Lateral Load lbs =9,816.7 Vert. Component 661.0 4.75 3,139.5 Total = 3,968.9 13,095.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,815.9 O.T.M. = Resisting/Overturning Ratio =1.33 Vertical Loads used for Soil Pressure =3,968.9 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) 733.3 4.33 4.33 3,177.8 3,177.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,497.3 3.08 4,616.8 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)0.104 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.00 ft above top of footing K_cover=2.5025, K_spacing=16, K_diam=5.625, and K_min=2.5025 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =27.22 in Development length for #5 bar specified in this stem design segment =27.22 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.25, K_spacing=8, K_diam=6.75, and K_min=2.25 Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =56.68 in Development length for #6 bar specified in this stem design segment =56.68 in Hooked embedment length into footing for #6 bar specified in this stem design segment =8.47 in As Provided =0.6600 in2/ft As Required =0.4860 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 1'-4" 8" w/#5@ 16" Solid Grout 8" w/#6@8" Solid Grout #6@8in @Toe #4@10in @ Center On Key #8@24.38" @Heel 5•-oC ear Cover 2.5025" 8'-0" 3•-oC ear Cover 2.25" 2" 3" 2'-6" 1 '-6" 1 '-0" 2'-3" 3'-3" 1'-6" 4'-9" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8ft ft max level @ Manhole Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 3105.03# ~ '1ii o_ N ~ "St N N N 250.00psf 2233# 583# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14 max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 14.75 0.00 0.00 6.00 4,000.0 50.0 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 =0.300 Soil height to ignorefor passive pressure =0.00 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 psf62.2= 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) Earth (H)= Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:ft max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.55 Global Stability =0.57 OK Sliding =1.54 OK Total Bearing Load =9,501 lbs...resultant ecc.=13.34 in Eccentricity within middle thirdSoil Pressure @ Toe =1,909 psf OK Soil Pressure @ Heel =90 psf OK Allowable =4,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,672 psfACI Factored @ Heel =126 psf Footing Shear @ Toe =54.0 psi OK Footing Shear @ Heel =35.7 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =6,400.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,850.4 7,031.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =8.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##5 8 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.808 0.733 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 58,352.0ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 164.0psf Rebar Depth 'd'=5.25in 13.00 Masonry Data f'm =2,000 2,000psiFy=psi 60,000 60,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.63 15.63in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,822.5 8,702.5lbsStrength Level Service Level Strength Level =4,100.6 42,787.3ft-# Service Level Strength Level =19.9 46.4psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 187.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:ft max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 5.00 2.33 15.00 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 =3,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 24.00 69.00 3.00 ft Footing Thickness =in 7.33= 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@ 3.34 in, #5@ 5.18 in, #6@ 7.35 in, #7@ 10 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.21 in, #5@ 8.08 in, #6@ 11.47 in, #7@ 15.65 in, #8@ 20.60 in, #9@ 26.08 in, #10@ 33.13 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 6 @ 8.00 in = = = == 2,672 26,164 4,123 22,042 54.0182.16 Heel: 126 120 5,271 5,151 35.6682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 16.29 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.37 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 17,95043,255=ft-# OKOK Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION: ft max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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 = 16.00 = = 275.0 2.50 687.5= = = Stem Weight(s) = 1,838.5 5.57 10,242.7 Earth @ Stem Transitions = 495.0 6.00 2,970.0 Footing Weight = 1,374.4 3.67 5,037.1 Key Weight = 1,725.0 4.00 6,900.0 Added Lateral Load lbs =34,133.3 Vert. Component 2,176.3 7.33 15,952.0 Total = 9,501.2 52,836.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =6,400.0 O.T.M. = Resisting/Overturning Ratio =1.55 Vertical Loads used for Soil Pressure =9,501.2 lbs 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) 1,617.1 6.83 6.83 11,047.4 11,047.4 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 6,400.0 5.33 34,133.3 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)0.107 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION: ft max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 8.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.125, K_spacing=8, K_diam=9, and K_min=2.125 Lap Splice length for #8 bar specified in this stem design segment (25.4.2.3a) =72.00 in Development length for #8 bar specified in this stem design segment =72.00 in Hooked embedment length into footing for #8 bar specified in this stem design segment =9.61 in As Provided =1.1850 in2/ft As Required =0.7424 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION: ft max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 8" wl #5@ 16" Solid Grout 16" w/#8@ 8" Solid Grout i~JlJn ij~~~1er O Key #6@16.29" @Heel 3'-0" 2'-0" 2'-4" 5'-0" 2'-4" 7'-4" 5Q1e r Cov r : 2.0625" 4'-9" 8Clle r Cov r : 2.125" 5'-9" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION: ft max 2;1 sloped B. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 6400# Pp= 7031 .25# ■ Lateral earth pressure due to the soil BELOW water table <ii <ii c.. c.. N 0 CD GO 0 0 "' "' Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.67 0.00 0.00 6.00 3,500.0 35.0 0.0 350.0 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 =0.300 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 250.0 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 . . . . . . .=213.400 (Strength) Total Strength-Level Seismic Load. . . . .= 890.305Total Service-Level Seismic Load. . . . .= 1,271.864 lbs lbspsf Method : Triangular Sergin Engineering Inc. ~ Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.33 Global Stability =1.35 Ratio < 1.5! Sliding =1.20 Ratio < 1.5! Total Bearing Load =5,552 lbs...resultant ecc.=18.94 in Soil Pressure @ Toe =2,089 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,925 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =35.9 psi OK Footing Shear @ Heel =25.3 psi OK Allowable =94.9 psi Sliding Calcs Lateral Sliding Force =4,325.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,665.6 3,543.8 == 1,278.1 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =5.33ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##5 7 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge 8.25 iDesign Data fb/FB + fa/Fa =0.727 0.819 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 27,084.4ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 124.0psf Rebar Depth 'd'=5.25in 8.25 Masonry Data f'm =2,000 2,000psi Fy =psi 60,000 60,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.60 11.60in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,733.3 5,564.9lbsStrength Level Service Level Strength Level =3,690.2 22,207.4ft-# Service Level Strength Level =18.9 39.9psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 4.00 2.00 15.00 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 =4,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 33.00 3.00 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: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: =# 6 @ 16.00 in = = = == 2,925 16,083 2,619 13,464 35.9494.87 Heel: 0 0 3,281 3,281 25.2694.87 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 8 @ 24.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.940.32 #4@ 7.41 in #5@ 11.48 in#6@ 16.30 in in2in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in#6@ 32.59 in supplemental design for footing torsion. phiMin 21,37033,085=ft-# Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 5,651.25.96948.2=Surcharge over Heel = Surcharge Over Heel = 250.0 5.50 1,375.0= 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 =890.3 = = 220.0 2.00 440.0= = =Seismic Earth Load = 3.97 3,537.5 Stem Weight(s) = 1,077.4 4.44 4,779.1 Earth @ Stem Transitions = 195.8 4.83 946.4 Footing Weight = 1,125.0 3.00 3,375.0 Key Weight = 412.5 3.50 1,443.8 Added Lateral Load lbs =19,068.4 Vert. Component 1,097.6 6.00 6,585.6 Total = 5,552.0 25,400.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =4,325.0 O.T.M. = Resisting/Overturning Ratio =1.33 Vertical Loads used for Soil Pressure =5,552.0 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) 1,173.7 5.50 5.50 6,455.4 6,455.4 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,486.5 3.97 9,879.7 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.103 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 5.33 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.9375, K_spacing=8, K_diam=7.875, and K_min=2.9375 Lap Splice length for #7 bar specified in this stem design segment =59.10 in Development length for #7 bar specified in this stem design segment =59.10 in Hooked embedment length into footing for #7 bar specified in this stem design segment =7.91 in As Provided =0.9000 in2/ft As Required =0.6125 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 6" 8" w/#5@ 16" Solid Grout 12" w/ #7@ 8" Solid Grout #6@8in @Toe #6@16in @ Center On Key #8@24.38" @Heel 10'-8" 3" 2'-9" 3'-0" 1 '-0" 2'-0" 4'-0" 2'-0" 6'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:10.67ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 3543.75# '1n C. ...... ~ (J) <X) 0 N 250.00psf DJ 3435# 890# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 14.75 0.00 0.00 6.00 3,500.0 35.0 0.0 350.0 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 =0.300 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 250.0 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)= ~ Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.62 Global Stability =1.09 OK Sliding =1.66 OK Total Bearing Load =9,010 lbs...resultant ecc.=11.73 in Eccentricity within middle thirdSoil Pressure @ Toe =1,523 psf OK Soil Pressure @ Heel =235 psf OK Allowable =3,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,133 psfACI Factored @ Heel =329 psf Footing Shear @ Toe =48.5 psi OK Footing Shear @ Heel =35.3 psi OK Allowable =94.9 psi Sliding Calcs Lateral Sliding Force =5,752.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,703.0 6,835.9 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =8.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##5 7 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge 13 inDesign Data fb/FB + fa/Fa =0.877 0.945 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 46,321.9ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 164.0psf Rebar Depth 'd'=5.25in 13.00 Masonry Data f'm =2,000 2,000psiFy=psi 60,000 60,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.63 15.63in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,808.9 7,969.0lbsStrength Level Service Level Strength Level =4,450.1 43,796.0ft-# Service Level Strength Level =19.8 42.5psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 187.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 5.67 2.33 15.00 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 =4,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 54.00 3.00 ft Footing Thickness =in 8.00= 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@ 3.56 in, #5@ 5.51 in, #6@ 7.83 in, #7@ 10 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.21 in, #5@ 8.08 in, #6@ 11.47 in, #7@ 15.65 in, #8@ 20.60 in, #9@ 26.08 in, #10@ 33.13 in #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37.03 in, #10@ 47.03 in =# 6 @ 16.00 in = = = == 2,133 27,432 5,228 22,204 48.5094.87 Heel: 329 200 5,285 5,085 35.2594.87 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 8 @ 24.38 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: 2.59 0.32 #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in in2 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in supplemental design for footing torsion. phiMn 21,37033,085=ft-# OKOK Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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 10,181.88.001,272.7=Surcharge over Heel = Surcharge Over Heel = 249.2 7.50 1,869.2= 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 = = = 311.9 2.84 884.1= = = Stem Weight(s) = 1,896.1 6.25 11,857.0 Earth @ Stem Transitions = 445.9 6.67 2,973.9 Footing Weight = 1,500.0 4.00 6,000.0 Key Weight = 1,012.5 3.75 3,796.9 Added Lateral Load lbs =34,075.2 Vert. Component 1,977.6 8.00 15,820.4 Total = 9,010.2 55,332.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =5,752.7 O.T.M. = Resisting/Overturning Ratio =1.62 Vertical Loads used for Soil Pressure =9,010.2 lbs 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) 1,617.1 7.50 7.50 12,130.9 12,130.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 4,480.0 5.33 23,893.3 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)0.078 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 8.67 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.1875, K_spacing=8, K_diam=7.875, and K_min=2.1875 Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) =72.00 in Development length for #7 bar specified in this stem design segment =72.00 in Hooked embedment length into footing for #7 bar specified in this stem design segment =9.81 in As Provided =0.9000 in2/ft As Required =0.7599 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 6" 8" wl #5@ 16" Solid Grout 16" w/ #7@ 8" Solid Grout #6~8in @ oe #6~16in @ enter O Key #8@24.38" @Heel 3'-0" 6'Qle r Cov r : 2.0625" 14'-9" 8Qle r Cov r : 2.1875" T 2" 1; 3" 3" 4'-6" 1'-6" 3'-6" 5'-8" 2'-4" 8'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.75ft ft max level bio retention Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 6835.94# ';;; Cl. C') "': C') N "' 250.00psf "' Cl. N ..... ;;i; N 5753# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 12.00 0.00 0.00 6.00 3,600.0 50.0 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 =0.300 Soil height to ignorefor passive pressure =0.00 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 . . . . . . .=240.000 (Strength) Total Strength-Level Seismic Load. . . . .= 1,113.000Total Service-Level Seismic Load. . . . .= 1,590.000 lbs lbspsf Method : Triangular Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.25 Global Stability =0.64 Ratio < 1.5! Sliding =1.26 Ratio < 1.5! Total Bearing Load =6,550 lbs...resultant ecc.=23.15 in Soil Pressure @ Toe =2,819 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,600 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =3,947 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =41.7 psi OK Footing Shear @ Heel =28.0 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =5,502.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,965.0 4,959.4 == 1,328.7 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =6.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##5 7 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.696 0.938 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 30,121.9ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 124.0psf Rebar Depth 'd'=5.25in 9.00 Masonry Data f'm =2,000 2,000psi Fy =psi 60,000 60,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.60 11.60in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,766.0 7,064.2lbsStrength Level Service Level Strength Level =3,532.1 28,256.6ft-# Service Level Strength Level =19.3 50.6psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 4.25 2.00 15.00 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 =3,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 48.00 2.00 ft Footing Thickness =in 6.25= 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 ShearAllow 1-Way Shear Toe: =# 5 @ 8.00 in = = = == 3,947 21,625 2,937 18,688 41.6782.16 Heel: 0 0 3,745 3,745 27.9882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 2.030.32 #4@ 7.41 in #5@ 11.48 in#6@ 16.30 in in2in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in#6@ 32.59 in supplemental design for footing torsion. phiMin 25,59543,255=ft-# 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 =1,113.0 = = 233.8 2.13 496.7= = =Seismic Earth Load = 4.42 4,915.8 Stem Weight(s) = 1,212.0 4.69 5,679.0 Earth @ Stem Transitions = 220.0 5.08 1,118.3 Footing Weight = 1,171.9 3.13 3,662.1 Key Weight = 900.0 2.75 2,475.0 Added Lateral Load lbs =24,300.8 Vert. Component 1,492.5 6.25 9,327.9 Total = 6,550.1 30,349.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =5,502.1 O.T.M. = Resisting/Overturning Ratio =1.25 Vertical Loads used for Soil Pressure =6,550.1 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) 1,320.0 5.75 5.75 7,590.0 7,590.0 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 4,389.1 4.42 19,385.0 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.150 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 6.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.1875, K_spacing=8, K_diam=7.875, and K_min=2.1875 Lap Splice length for #7 bar specified in this stem design segment =72.00 in Development length for #7 bar specified in this stem design segment =72.00 in Hooked embedment length into footing for #7 bar specified in this stem design segment =10.63 in As Provided =0.9000 in2/ft As Required =0.7130 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 8" w/ #5@ 16" Solid Grout 12" w/ #7@ 8" Solid Grout #7@8in @Toe #5@8in @ Center On K y #5@8" @Heel 12'-0" 3" 4'-0" 2'-0" 1'-6" 2'-9" 4'-3" 2'-0" 6'-3" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12ft ft max 2;1 sloped BF. Ret Basin Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 4959.38# ~ 0 .,., c,; 00 N 4389# 1113# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.67 0.00 0.00 6.00 3,500.0 35.0 0.0 350.0 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 =0.300 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 250.0 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 . . . . . . .=173.000 (Strength) Total Strength-Level Seismic Load. . . . .= 600.656Total Service-Level Seismic Load. . . . .= 858.080 lbs lbspsf Method : Triangular Sergin Engineering Inc. ~ _: [· J . I Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.38 Global Stability =1.60 Ratio < 1.5! Sliding =1.21 Ratio < 1.5! Total Bearing Load =4,398 lbs...resultant ecc.=15.42 in Soil Pressure @ Toe =1,996 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,794 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =28.9 psi OK Footing Shear @ Heel =19.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,111.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,319.4 2,460.9 == 887.5 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 12.00 Rebar Size =##5 6 Rebar Spacing =16.00 8.00 Rebar Placed at =4.81 i 8 inDesign Data fb/FB + fa/Fa =0.571 0.626 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,610.1 20,356.9ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 124.0psf Rebar Depth 'd'=4.81in 8.00 Masonry Data f'm =2,000 2,000psi Fy =psi 60,000 60,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.60 11.60in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,395.2 3,863.6lbsStrength Level Service Level Strength Level =2,634.4 12,760.4ft-# Service Level Strength Level =15.2 27.7psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 139.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 3.00 2.00 15.00 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 =3,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 1.50 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: = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: =# 6 @ 16.00 in = = = == 2,794 9,124 1,528 7,596 28.9482.16 Heel: 0 0 2,543 2,543 19.9082.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 8 @ 24.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.620.32 #4@ 7.41 in #5@ 11.48 in#6@ 16.30 in in2in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in#6@ 32.59 in supplemental design for footing torsion. phiMin 21,20332,604=ft-# Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 3,913.94.96789.1=Surcharge over Heel = Surcharge Over Heel = 250.0 4.50 1,125.0= 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 =600.7 = = 165.0 1.50 247.5= = =Seismic Earth Load = 3.31 1,986.2 Stem Weight(s) = 860.3 3.43 2,950.2 Earth @ Stem Transitions = 171.2 3.83 656.4 Footing Weight = 937.5 2.50 2,343.8 Key Weight = 300.0 2.00 600.0 Added Lateral Load lbs =11,594.5 Vert. Component 760.2 5.00 3,800.9 Total = 4,397.9 16,015.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,111.9 O.T.M. = Resisting/Overturning Ratio =1.38 Vertical Loads used for Soil Pressure =4,397.9 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) 953.7 4.50 4.50 4,291.7 4,291.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,722.1 3.31 5,694.5 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.096 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.00 ft above top of footing K_cover=2.5025, K_spacing=16, K_diam=5.625, and K_min=2.5025 Lap Splice length for #5 bar specified in this stem design segment =27.22 in Development length for #5 bar specified in this stem design segment =27.22 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=3.25, K_spacing=8, K_diam=6.75, and K_min=3.25 Lap Splice length for #6 bar specified in this stem design segment =39.24 in Development length for #6 bar specified in this stem design segment =39.24 in Hooked embedment length into footing for #6 bar specified in this stem design segment =6.33 in As Provided =0.6600 in2/ft As Required =0.3632 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 8" w/ #5@ 16" Solid Grout 12" w/ #6@ 8" Solid Grout 6"~--------- #6@8in @Toe #6@16in @ Center On Key #8@24.38" @Heel 8'-8" 2" 3" 2'-0" 1 '-6" 1 '-0" 2'-6" 3'-0" 2'-0" 5'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:8.67ft ft max level bio retention with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 2460.94# ~ (/) C. N ll) .,-; (j) (j) 250.00psf 2511# 601# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 12.00 0.00 0.00 24.00 2,500.0 50.0 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 =0.300 Soil height to ignorefor passive pressure =6.00 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 . . . . . . .=240.000 (Strength) Total Strength-Level Seismic Load. . . . .= 1,136.450Total Service-Level Seismic Load. . . . .= 1,623.500 lbs lbspsf Method : Triangular Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.55 Global Stability =0.76 OK Sliding =1.65 OK Total Bearing Load =7,859 lbs...resultant ecc.=16.37 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,858 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,602 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =28.4 psi OK Footing Shear @ Heel =17.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =5,712.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,357.7 7,054.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Ratio > 1.0 Shear.....Actual Design Height Above Ftg =6.00ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##5 7 Rebar Spacing =8.00 8.00 Rebar Placed at =Edge 13 inDesign Data fb/FB + fa/Fa =0.588 1.131 Total Force @ Section =1,219.3 4,877.2lbs Moment....Actual =2,438.6 19,509.0ft-# Moment.....Allowable =4,144.4 17,237.3ft-# =13.3 26.0psi Shear.....Allowable =51.8 53.3psi Wall Weight =78.0 164.0psf Rebar Depth 'd'=5.25in 13.00 Masonry Data f'm =2,000 2,000psiFs=psi 24,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.63 15.63in 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 ASD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 187.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 5.42 1.83 18.35 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 =3,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 48.00 3.00 ft Footing Thickness =in 7.25= 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@ 4.5 in, #5@ 6.98 in, #6@ 9.9 in, #7@ 13.5 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.05 in, #5@ 9.38 in, #6@ 13.32 in, #7@ 18.16 in, #8@ 23.91 in, #9@ 30.27 in, #10@ 38.44 in #4@ 6.05 in, #5@ 9.38 in, #6@ 13.32 in, #7@ 18.16 in, #8@ 23.91 in, #9@ 30.27 in, #10@ 38.44 in =# 6 @ 9.88 in = = = == 2,602 28,037 8,895 19,142 28.4482.16 Heel: 0 0 1,774 1,774 17.9482.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 9.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.87 0.40 #4@ 6.06 in #5@ 9.39 in #6@ 13.32 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.11 in #5@ 18.77 in #6@ 26.64 in supplemental design for footing torsion. phiMn 27,92856,822=ft-# OKOK Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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 =1,136.5 = = 1,192.4 2.71 3,231.4= = =Seismic Earth Load = 4.51 5,125.1 Stem Weight(s) = 1,452.0 5.98 8,681.8 Earth @ Stem Transitions = 440.0 6.42 2,824.8 Footing Weight = 1,663.0 3.63 6,028.3 Key Weight = 900.0 3.75 3,375.0 Added Lateral Load lbs =25,761.4 Vert. Component 1,556.0 7.25 11,281.1 Total = 7,859.0 40,012.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =5,712.4 O.T.M. = Resisting/Overturning Ratio =1.55 Vertical Loads used for Soil Pressure =7,859.0 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) 655.6 7.00 7.00 4,590.3 4,590.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 4,576.0 4.51 20,636.3 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)0.085 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 6.00 ft above top of footing Calculated Rebar Stress, fs = 13741.67 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =25.00 in Development length for #5 bar specified in this stem design segment =17.18 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 22635.81 psi Lap Splice length for #7 bar specified in this stem design segment (25.4.2.3a) =59.42 in Development length for #7 bar specified in this stem design segment =59.42 in Hooked embedment length into footing for #7 bar specified in this stem design segment =8.95 in As Provided =0.9000 in2/ft As Required =1.0270 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 2'-0" 8" w/#5@8" Solid Grout 16" w/ #7@ 8" Solid Grout #7@8in @Toe #6@9.88in @"Center On #5@9.38" @Heel 3'-0" 6'-0' lear Co er : 2.0625" 12'-0" '-0' lear Co er : 2.1875" 3" 4'-0" 1'-6" '-9" 5'-5" 1 '-1 0" 7'-3" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.23.2.14 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:12 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 4576# 1136# Pp= 7054.79# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 14.67 0.00 0.00 24.00 2,500.0 48.0 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 =0.300 Soil height to ignorefor passive pressure =6.00 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)= Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.55 Global Stability =10.35 OK Sliding =1.60 OK Total Bearing Load =9,005 lbs...resultant ecc.=15.17 in Eccentricity within middle thirdSoil Pressure @ Toe =1,654 psf OK Soil Pressure @ Heel =44 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,316 psfACI Factored @ Heel =62 psf Footing Shear @ Toe =29.2 psi OK Footing Shear @ Heel =22.5 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =6,275.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,701.6 7,312.5 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =7.33ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 16.00 Rebar Size =##5 8 Rebar Spacing =8.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.544 0.692 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 58,352.0ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 164.0psf Rebar Depth 'd'=5.25in 13.00 Masonry Data f'm =2,000 2,000psiFy=psi 60,000 60,000Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.63 15.63in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =2,068.8 8,264.0lbsStrength Level Service Level Strength Level =5,061.7 40,411.1ft-# Service Level Strength Level =22.6 44.1psi Design Method =SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 187.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 6.36 1.64 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 =3,000 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 42.00 3.00 ft Footing Thickness =in 8.00= 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@ 5.13 in, #5@ 7.95 in, #6@ 11.28 in, #7@ 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.03 in, #5@ 7.79 in, #6@ 11.06 in, #7@ 15.09 in, #8@ 19.87 in, #9@ 25.15 in, #10@ 31.95 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 =# 5 @ 10.33 in = = = == 2,316 34,762 11,932 22,830 29.1782.16 Heel: 62 4 1,414 1,410 22.4882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 9.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 7 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 3.11 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 27,30455,405=ft-# OKOK Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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 = = = 1,399.2 3.18 4,449.5= = = Stem Weight(s) = 1,774.6 6.92 12,279.0 Earth @ Stem Transitions = 538.3 7.36 3,961.6 Footing Weight = 1,800.0 4.00 7,200.0 Key Weight = 787.5 3.75 2,953.1 Added Lateral Load lbs =33,823.6 Vert. Component 2,211.0 8.00 17,687.9 Total = 9,005.5 52,414.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =6,275.3 O.T.M. = Resisting/Overturning Ratio =1.55 Vertical Loads used for Soil Pressure =9,005.5 lbs 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) 494.9 7.85 7.85 3,883.1 3,883.1 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 6,275.3 5.39 33,823.6 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)0.084 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 7.33 ft above top of footing K_cover=2.0625, K_spacing=8, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.125, K_spacing=8, K_diam=9, and K_min=2.125 Lap Splice length for #8 bar specified in this stem design segment =72.00 in Development length for #8 bar specified in this stem design segment =72.00 in Hooked embedment length into footing for #8 bar specified in this stem design segment =9.08 in As Provided =1.1850 in2/ft As Required =0.7012 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 2'-0" 8" w/#5@8" Solid Grout 16" w/#8@ 8" Solid Grout #7@8in @Toe #5@10.33in @ Center On Key #5@9.38" @Heel 3'-0" 7'-4" Clear over : 2.0625" -4" Clear over : 2.125" 3" 3'-6" 1'-6" 3'-" 6'-4" 1 '-8" 8'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.8.17 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:14.67 ft with planter in front Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 6275# Pp= 7312.50# ~I ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 2.00 6.00 0.00 6.00 2,500.0 35.0 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 =0.350 Soil height to ignorefor passive pressure =10.00 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 psf19.0= 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)= Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.55 Global Stability =2.13 OK Sliding =1.88 OK Total Bearing Load =819 lbs...resultant ecc.=6.97 in Soil Pressure @ Toe =1,191 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,668 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =4.1 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =225.9 lbs less 100% Passive Force less 67% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 192.0 233.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =2.00ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.194 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5ft-# =psi Shear.....Allowable =80.5 Wall Weight =78.0psf Rebar Depth 'd'=in 5.25 Masonry Data f'm =2,000psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.60 Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =68.4 294.4lbsStrength Level Service Level Strength Level =205.2 986.7ft-# Service Level Strength Level =3.2psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 2.00 12.00 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 =2,500 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 2.00= 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 ShearAllow 1-Way Shear Toe: =# 4 @ 4.36 in = = = == 1,668 0 0 0 0.000.00 Heel: 0 46 642 596 4.1375.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 9.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.39 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.520.26 #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in in2in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in#6@ 40.74 in supplemental design for footing torsion. phiMin 16,45714,665=ft-# 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 = 68.4 6.00 410.4 = = = = = Stem Weight(s) = 156.0 0.33 52.0 Earth @ Stem Transitions =Footing Weight = 300.0 1.00 300.0 Key Weight = 2.00 Added Lateral Load lbs =567.9 Vert. Component 69.5 2.00 139.0 Total = 818.9 882.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =225.9 O.T.M. = Resisting/Overturning Ratio =1.55 Vertical Loads used for Soil Pressure =818.9 lbs 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) 293.3 1.33 1.33 391.1 391.1 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 157.5 1.00 157.5 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.132 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.00 in As Provided =0.2325 in2/ft As Required =0.0434 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Fence 6'-0" 6'-0" 8'-0" 8" w/#5@ 16" Solid Grout 2'-0" 2" • e 1'-0" 2'-0" -- #5@9.38" 2'-0" --@Heel Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:2 ft Lotline Walls Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. O.OOpsf (Strength-Level) Pp= 233.33# ~ -en c.. ,._ ----: -,- 0) r 226# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 6.00 0.00 6.00 2,500.0 35.0 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 =0.350 Soil height to ignorefor passive pressure =10.00 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 psf19.0= 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)= Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.69 Global Stability =###.## OK Sliding =1.94 OK Total Bearing Load =2,076 lbs...resultant ecc.=4.25 in Soil Pressure @ Toe =1,072 psf OK Soil Pressure @ Heel =183 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,501 psfACI Factored @ Heel =257 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =2.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =505.9 lbs less 100% Passive Force less 67% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 486.9 495.8 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =4.25ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.369 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5ft-# =psi Shear.....Allowable =80.5 Wall Weight =78.0psf Rebar Depth 'd'=in 5.25 Masonry Data f'm =2,000psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.60 Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =65.6 630.4lbsStrength Level Service Level Strength Level =188.5 1,874.1ft-# Service Level Strength Level =6.9psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 3.00 12.00 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 =2,500 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 6.00 2.00 ft Footing Thickness =in 3.00= 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 ShearAllow 1-Way Shear Toe: =# 4 @ 4.36 in = = = == 1,501 0 0 0 0.000.00 Heel: 257 1,577 2,924 1,347 2.0475.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 9.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.39 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.780.26 #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in in2in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in#6@ 40.74 in supplemental design for footing torsion. phiMin 16,45714,665=ft-# 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 = 68.4 8.00 547.2 = = = = = Stem Weight(s) = 331.5 0.33 110.5 Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = 75.0 2.50 187.5 Added Lateral Load lbs =1,276.4 Vert. Component 193.1 3.00 579.4 Total = 2,076.3 3,434.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =505.9 O.T.M. = Resisting/Overturning Ratio =2.69 Vertical Loads used for Soil Pressure =2,076.3 lbs 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) 1,026.7 1.83 1.83 1,882.2 1,882.2 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 437.5 1.67 729.2 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.099 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.00 in As Provided =0.2325 in2/ft As Required =0.0824 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Fence 8" w/ #5@ 16" Solid Grout #4@4.36in @ Center On Key #5@9.38" @Heel 5'-9" 6'-0" 10'-0" 4'-3" 4'-0" 2" 2'-0" 1'-0" 3'-0" 3'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 0.00psf (Strength-Level) Pp= 495.83# ~ ~--~ ..... (f) 0.. co 0 N r---0 ..... (f) 0.. 506# ~ ■ Lateral earth pressure due to the soil BELOW water table (") 00 Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.33 6.00 0.00 6.00 2,500.0 35.0 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 =0.350 Soil height to ignorefor passive pressure =10.00 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 psf19.0= 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)= Sergin Engineering Inc. _j Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.14 Global Stability =2.69 OK Sliding =1.66 OK Total Bearing Load =2,656 lbs...resultant ecc.=5.65 in Soil Pressure @ Toe =1,519 psf OK Soil Pressure @ Heel =45 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,127 psfACI Factored @ Heel =63 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =4.7 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =769.6 lbs less 100% Passive Force less 67% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 622.8 655.2 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =5.33ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.578 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5ft-# =psi Shear.....Allowable =80.5 Wall Weight =78.0psf Rebar Depth 'd'=in 5.25 Masonry Data f'm =2,000psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.60 Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =68.4 977.8lbsStrength Level Service Level Strength Level =205.2 2,932.6ft-# Service Level Strength Level =10.7psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 3.00 12.00 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 =2,500 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 9.00 2.00 ft Footing Thickness =in 3.00= 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 ShearAllow 1-Way Shear Toe: =None Spec'd = = = == 2,127 0 0 0 0.000.00 Heel: 63 1,628 3,904 2,276 4.7175.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 9.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.39 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.780.26 #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in in2in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in#6@ 40.74 in supplemental design for footing torsion. phiMin 16,45714,665=ft-# 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 = 68.4 9.33 638.2 = = = = = Stem Weight(s) = 415.7 0.33 138.6 Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = 112.5 2.50 281.3 Added Lateral Load lbs =2,117.7 Vert. Component 309.5 3.00 928.6 Total = 2,655.8 4,531.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =769.6 O.T.M. = Resisting/Overturning Ratio =2.14 Vertical Loads used for Soil Pressure =2,655.8 lbs 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) 1,368.0 1.83 1.83 2,508.1 2,508.1 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 701.2 2.11 1,479.5 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.159 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.00 in As Provided =0.2325 in2/ft As Required =0.1289 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Fence 8" w/ #5@ 16" Solid Grout #5@9.38" @Heel 2'-0" 3'-0" 3'-0" 6'-0" 6'-0" 11 '-4" 5'-4" 5'-4" 2" • 1'-0" 1'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:5.33 ft LOTLINE WALLS Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 0.00psf (Strength-Level) Pp= 655.21# ~ ~--~ ..... (/) a. 0 ~ en ~ Ii) ..... (/) a. 00 en "'Sf' .._,. ■ 770# Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.95 0.00 0.00 6.00 2,500.0 35.0 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 =0.350 Soil height to ignorefor passive pressure =10.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 300.0 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 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)= Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.55 Global Stability =1.38 OK Sliding =1.55 OK Total Bearing Load =2,568 lbs...resultant ecc.=8.11 in Soil Pressure @ Toe =1,362 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,907 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =20.5 psi OK Footing Shear @ Heel =15.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,508.7 lbs less 100% Passive Force less 67% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 602.1 1,733.3 == 0.0 - lbs lbs 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 =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.920 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 =psi Shear.....Allowable =80.5psi Wall Weight =78.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psi Fy =psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.60in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =1,900.0lbsStrength Level Service Level Strength Level =4,669.5ft-# Service Level Strength Level =20.8psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 2.00 1.50 12.00 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 =2,500 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 24.00 2.00 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 ShearAllow 1-Way Shear Toe: =# 4 @ 4.36 in = = = == 1,907 3,025 574 2,451 20.5475.00 Heel: 0 17 1,200 1,183 15.0075.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 9.38 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 9.39 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.910.26 #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in in2in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in#6@ 40.74 in supplemental design for footing torsion. phiMin 16,45714,665=ft-# Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 2,305.33.48663.4=Surcharge over Heel = Surcharge Over Heel = 250.0 3.08 770.8= 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 = = = 110.0 1.00 110.0= = = Stem Weight(s) = 464.1 2.33 1,082.9 Earth @ Stem Transitions =Footing Weight = 525.0 1.75 918.8 Key Weight = 300.0 2.50 750.0 Added Lateral Load lbs =4,263.6 Vert. Component 373.1 3.50 1,305.9 Total = 2,567.6 6,620.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,508.7 O.T.M. = Resisting/Overturning Ratio =1.55 Vertical Loads used for Soil Pressure =2,567.6 lbs 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) 545.4 3.08 3.08 1,681.7 1,681.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 845.3 2.32 1,958.3 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.064 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.27 in As Provided =0.2325 in2/ft As Required =0.2052 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 8" w/ #5@ 16" Solid Grout 6"----'--------------- #5@9.385in @Toe #4@4.36in @ Center On Key #5@9.38" @Heel 2'-0" 2'-0" 5'-11" 2" 3" 2'-0" 1'-0" 6" 1'-6" 3'-6" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max Level with surcharge Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 1733.33# -"' a. C") -st: N (0 C") 300.00psf [O 1509# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.00 0.00 6.00 2,500.0 50.0 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 =0.300 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)= Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.61 Global Stability =1.57 OK Sliding =1.52 OK Total Bearing Load =2,192 lbs...resultant ecc.=6.21 in Soil Pressure @ Toe =1,205 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,687 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =14.6 psi OK Footing Shear @ Heel =10.8 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,225.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 657.6 1,200.0 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =2.67ft 0.00 Wall Material Above "Ht"=Masonry Masonry Thickness =8.00 8.00 Rebar Size =##4 5 Rebar Spacing =16.00 16.00 Rebar Placed at =5.25 i EdgeDesign Data fb/FB + fa/Fa =0.146 0.567 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,368.0 5,070.5ft-# =psi Shear.....Allowable =80.5 80.5psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =2,000 2,000psi Fy =psi 60,000 60,000 Solid Grouting =Yes Yes Modular Ratio 'n'=16.11 16.11 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = Masonry Design Method SD= 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 =443.6 1,440.0lbsStrength Level Service Level Strength Level =492.3 2,880.0ft-# Service Level Strength Level =4.8 15.7psi Design Method =SD SD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: 1.50 1.50 12.00 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 =2,500 psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 1.00 ft Footing Thickness =in 3.00= 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 ShearAllow 1-Way Shear Toe: =# 4 @ 9.26 in = = = == 1,687 1,576 338 1,237 14.5575.00 Heel: 0 45 1,028 982 10.8540.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =None Spec'd Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 14.35 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 0.780.26 #4@ 9.26 in #5@ 14.35 in#6@ 20.37 in in2in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in#6@ 40.74 in supplemental design for footing torsion. phiMin 2,5009,777=ft-# 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 = = = 82.5 0.75 61.9= = = Stem Weight(s) = 468.0 1.83 858.0 Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = 225.0 1.50 337.5 Added Lateral Load lbs =2,858.3 Vert. Component 416.5 3.00 1,249.6 Total = 2,192.0 4,602.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,225.0 O.T.M. = Resisting/Overturning Ratio =1.61 Vertical Loads used for Soil Pressure =2,192.0 lbs 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) 550.0 2.58 2.58 1,420.8 1,420.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,225.0 2.33 2,858.3 Hydrostatic Force Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project 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)0.067 in Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing K_cover=2.125, K_spacing=16, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing K_cover=2.0625, K_spacing=16, K_diam=5.625, and K_min=2.0625 Lap Splice length for #5 bar specified in this stem design segment =33.03 in Development length for #5 bar specified in this stem design segment =33.03 in Hooked embedment length into footing for #5 bar specified in this stem design segment =6.00 in As Provided =0.2325 in2/ft As Required =0.1266 in2/ft Sergin Engineering Inc. Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. 8" w/#4@ 16" Solid Grout 8" w/#5@ 16" Solid Grout 6"----'----------------- #5@14.352in @Toe #4@9.26in @ Center On Key 6'-0" 3" 1'-6" 1'-0" 1' 0" 1 '-6" 1 '-6" 3'-0" Cantilevered Retaining Wall LIC# : KW-06013193, Build:20.22.2.9 SERGIN ENGINEERING, INC.(c) ENERCALC INC 1983-2022 DESCRIPTION:6ft max 2;1 sloped BF Project File: ocean view point.ec6 Project Title:Engineer:Project ID:Project Descr: Sergin Engineering Inc. Pp= 1200.00# /7 'iii 0.. <X) co ~ N 1225# ■ Lateral earth pressure due to the soil BELOW water table