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Home My WebLink AboutSDP 2021-0029; IONIS LOTS 21 AND 22; IONIS LOTS 21 AND 22 - SITE WALL CALCULATIONS; 2023-04-13 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Structural Calculations KPFF Project # Ionis Lots 21 & 22 Site Wall Calculations 2100173 Job: Ionis Lots 21 & 22 Site Package Address:2850 Gazelle Court, Carlsbad, CA 92010 (These calculations apply to the job at this address only) Revision No.2 Item:Sheet: Loading Criteria A1 - A2 Level Backslope Retaining Wall Design Larger Heel Walls B1 - B71 Larger Toe Walls C1 - C99 2:1 Backslope Retaining Wall Design D1 - D85 Concrete Wall Design E1 - E71 Terrace Wall Design F1 - F22 Guardrail Calculations G1 - G14 Calculation Index 2100173KPFF Job No Index page 1 of 1 No. S5383REGISTERED P ROFESSIONAL E N G I NEER S T A TE OF CAL I F O R N IA A A R O N PEBL E Y S TRUC T U R A L l 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations Loading Criteria = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com A-1 TABLE 8.9.1 RETAINING WALL DESIGN RECOMMENDATIONS Parameter Value Active Soil Pressure, A (Fluid Density, Level Backfill) 35 pcf Active Soil Pressure, A (Fluid Density, 2:1 Sloping Backfill) 50 psf Seismic Pressure, S 17H psf At-Rest/Restrained Walls Additional Uniform Pressure (0 to 8 Feet High) 7H psf At-Rest/Restrained Walls Additional Uniform Pressure (8+ Feet High) 13H psf H equals the height of the retaining portion of the wall. 8.9.2 The project retaining walls should be designed as shown in the Retaining Wall Loading Diagram. Retaining Wall Loading Diagram Site Retaining Wall Design Wall Loading (From Geotechnical Report) Engineers RETAINING WALL SLAB ;:::;::. ~,,,-:;:::;,.,.. H (Feet) FOOTING ACTIVE PRESSURE SEISMIC (IF REQUIRED) AT-REST/ RESTRAINED (IF REQUIRED) r 7H H <8' H>8' -----I 11-<e----------- 13H psf = éêçàÉÅí= Äó= ëÜÉÉí=åçK= äçÅ~íáçå= Ç~íÉ= ÅäáÉåí= àçÄ=åçK= 3131 Camino Del Rio N Suite 1080 San Diego, CA 92108 p (619) 521-8500 f (619) 521-8591 www.kpff.com A-2 TABLE 8.10 SUMMARY OF LATERAL LOAD DESIGN RECOMMENDATIONS Parameter Value Passive Pressure Fluid Density 300 pcf Passive Pressure Fluid Density Adjacent to and/or on Descending Slopes 150 pcf Coefficient of Friction (Concrete and Soil) 0.40 Coefficient of Friction (Along Vapor Barrier) 0.2 to 0.25* * Per manufacturer’s recommendations. TABLE 8.9.2 SUMMARY OF RETAINING WALL FOUNDATION RECOMMENDATIONS Parameter Value Minimum Retaining Wall Foundation Width 12 inches Minimum Retaining Wall Foundation Depth 18 Inches Minimum Steel Reinforcement Per Structural Engineer Bearing Capacity 2,500 psf Bearing Capacity Increase 500 psf per additional foot of footing depth 300 psf per additional foot of footing width Maximum Bearing Capacity 4,000 psf Estimated Total Settlement 1 Inch Estimated Differential Settlement ½ Inch in 40 Feet Engineers 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com B-1 Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations Level Backslope Retaining Walls w/ Large Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 3.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-2 -• • .. • • Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.96 Global Stability =4.55 OK Sliding =1.62 OK Total Bearing Load =1,173 lbs...resultant ecc.=3.96 in Eccentricity within middle thirdSoil Pressure @ Toe =1,018 psf OK Soil Pressure @ Heel =5 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,541 psfACI Factored @ Heel =8 psf Footing Shear @ Toe =3.4 psi OK Footing Shear @ Heel =4.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =442.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 410.4 304.7 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.203 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =394.4lbsStrength Level Service Level Strength Level =465.6ft-# Service Level Strength Level =4.3psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-3 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 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 =3,000psi 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,541 177 76 100 3.3982.16 Heel: 8 77 593 517 4.2882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 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 11,29910,399=ft-# NGNG B-4 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 267.92.13126.1=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 294.0 0.83 245.0 Earth @ Stem Transitions =Footing Weight = 375.0 1.00 375.0 Key Weight = 2.00 Added Lateral Load lbs =715.7 Vert. Component 149.7 2.00 299.4 Total = 1,172.7 1,401.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =442.2 O.T.M. = Resisting/Overturning Ratio =1.96 Vertical Loads used for Soil Pressure =1,172.7 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) 295.0 1.58 1.58 467.1 467.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 316.1 1.42 447.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.062 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-5 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0205 in2/ft B-6 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-7 8"w/#4@24" Solid Grout 1'-0''' -'----------- #4@12in @Toe #4@12" @Heel 6" 1'-6" - 2'-0" ~ Clear Cover : 2.125" 3'-0" ~ -3 b 2" 3" - -- 3'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-8 Pp= 304.69# -en 0.. (") r-- r-- ~ 0 100.00psf [D Pl 'iii 0.. r-- C"'! LO 442# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-9 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.92 Global Stability =3.85 OK Sliding =1.63 OK Total Bearing Load =2,093 lbs...resultant ecc.=2.50 in Eccentricity within middle thirdSoil Pressure @ Toe =881 psf OK Soil Pressure @ Heel =363 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,354 psfACI Factored @ Heel =557 psf Footing Shear @ Toe =3.2 psi OK Footing Shear @ Heel =4.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =638.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 732.6 304.7 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.427 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =637.8lbsStrength Level Service Level Strength Level =977.0ft-# Service Level Strength Level =7.0psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-10 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 2.50 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,354 164 76 87 3.1782.16 Heel: 557 1,210 2,560 1,350 4.2882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 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 11,29910,399=ft-# NGNG B-11 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 408.82.63155.7=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 378.0 0.83 315.0 Earth @ Stem Transitions =Footing Weight = 562.5 1.50 843.8 Key Weight = 2.00 Added Lateral Load lbs =1,252.9 Vert. Component 228.4 3.00 685.2 Total = 2,093.2 3,661.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =638.1 O.T.M. = Resisting/Overturning Ratio =2.92 Vertical Loads used for Soil Pressure =2,093.2 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) 865.3 2.08 2.08 1,802.8 1,802.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 482.3 1.75 844.1 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.046 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-12 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0429 in2/ft B-13 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-14 8" w/#4@24" Solid Grout 1'-0"__L_t _____ _ #4@12in @Toe #4@12" @Heel 6" ~ ~ Clear Cover : 2.125" 4'-6" 4'-0" 3" 2'-6" .. 3'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-15 Pp= 304.69# 'iii a. 0 t---: 0 co co 100.00psf rn 'iii a. N lO 638# ~ ■ Lateral earth pressure due to the soil BELOW water table C"l Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-16 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.94 Global Stability =3.29 OK Sliding =1.51 OK Total Bearing Load =2,878 lbs...resultant ecc.=2.72 in Eccentricity within middle thirdSoil Pressure @ Toe =1,014 psf OK Soil Pressure @ Heel =446 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,549 psfACI Factored @ Heel =681 psf Footing Shear @ Toe =3.9 psi OK Footing Shear @ Heel =5.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =869.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,007.2 304.7 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.770 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =937.3lbsStrength Level Service Level Strength Level =1,759.9ft-# Service Level Strength Level =10.2psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-17 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 3.00 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,549 188 76 112 3.8982.16 Heel: 681 2,379 4,609 2,230 5.3682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.13 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 11,29910,399=ft-# NGNG B-18 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 579.33.13185.4=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 462.0 0.83 385.0 Earth @ Stem Transitions =Footing Weight = 656.3 1.75 1,148.4 Key Weight = 2.00 Added Lateral Load lbs =2,003.5 Vert. Component 323.7 3.50 1,132.9 Total = 2,877.6 5,893.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =869.0 O.T.M. = Resisting/Overturning Ratio =2.94 Vertical Loads used for Soil Pressure =2,877.6 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) 1,376.7 2.33 2.33 3,212.2 3,212.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 683.6 2.08 1,424.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.055 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-19 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0773 in2/ft B-20 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-21 8" w/#4@24" Solid Grout 1'-0" t ~-------- #4@12in @Toe #4@12" @Heel 6" ---------~ Clear Cover : 2.125" 3'-0" 3'-6" t 2" -~ 3" ll 5'-6" 5'-0" 1· Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-22 Pp= 304.69# ..... (/) a. N LO C"') ~ 0 100.00psf [D ..... (/) a. c.o CX) LO ~ 869# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-23 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.50 Global Stability =3.23 OK Sliding =1.61 OK Total Bearing Load =4,444 lbs...resultant ecc.=2.15 in Eccentricity within middle thirdSoil Pressure @ Toe =1,095 psf OK Soil Pressure @ Heel =673 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,661 psfACI Factored @ Heel =1,021 psf Footing Shear @ Toe =3.4 psi OK Footing Shear @ Heel =4.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,206.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,555.3 393.8 == 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 =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.826 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,474.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,292.7lbsStrength Level Service Level Strength Level =2,870.2ft-# Service Level Strength Level =14.1psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-24 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 4.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 1,661 205 86 119 3.3582.16 Heel: 1,021 6,550 10,306 3,756 4.3982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.75 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 21,46020,065=ft-# NGNG B-25 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 834.23.75222.5=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 546.0 0.83 455.0 Earth @ Stem Transitions =Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = 2.00 Added Lateral Load lbs =3,295.2 Vert. Component 466.1 4.50 2,097.6 Total = 4,443.6 11,532.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,206.8 O.T.M. = Resisting/Overturning Ratio =3.50 Vertical Loads used for Soil Pressure =4,443.6 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) 2,360.0 2.83 2.83 6,686.7 6,686.7 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 984.4 2.50 2,460.9 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.055 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-26 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=24, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.1550 in2/ft As Required =0.1261 in2/ft B-27 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-28 8" w/#5@24" Solid Grout 1'-0" t --'----------- #5@12in @Toe #5@12" @Heel ~ 1:1 Clear Cover : 2.0625" 6'-6" 6'-0" 1 ~· • :I 3" 4'-0" 4'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-29 Pp= 393.75# 'iii a. <X) en "" en 0 100.00psf [TI 'iii a. 0 <X) 1207# ~ ■ Lateral earth pressure due to the soil BELOW water table <O Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-30 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.37 Global Stability =3.04 OK Sliding =1.57 OK Total Bearing Load =5,728 lbs...resultant ecc.=2.67 in Eccentricity within middle thirdSoil Pressure @ Toe =1,293 psf OK Soil Pressure @ Heel =749 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,947 psfACI Factored @ Heel =1,127 psf Footing Shear @ Toe =3.6 psi OK Footing Shear @ Heel =4.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,571.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,004.7 458.3 == 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 =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.469 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,704.2lbsStrength Level Service Level Strength Level =4,364.0ft-# Service Level Strength Level =18.6psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-31 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 4.50 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 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: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 6 @ 18.00 in = = = == 1,947 240 92 148 3.5882.16 Heel: 1,127 9,819 15,407 5,588 4.9382.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.16 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 24,25022,855=ft-# NGNG B-32 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,113.94.33257.1=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 630.0 0.83 525.0 Earth @ Stem Transitions =Footing Weight = 1,250.0 2.50 3,125.0 Key Weight = 2.00 Added Lateral Load lbs =4,911.2 Vert. Component 622.4 5.00 3,112.1 Total = 5,727.8 16,539.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,571.5 O.T.M. = Resisting/Overturning Ratio =3.37 Vertical Loads used for Soil Pressure =5,727.8 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) 3,166.3 3.08 3.08 9,762.9 9,762.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,314.4 2.89 3,797.3 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-33 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=8, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.1918 in2/ft B-34 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-35 8" w/#5@ 8" Solid Grout 1'-0" t ~------ #5@12in @Toe #5@12" @Heel Clear Cover : 2.0625 .. 7'-0" 7'-6" :I 3" 4'-6" 5'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-36 Pp= 458.33# 100.00psf F1 '1ii a. (") s:r: (") 0) N '1ii a. 0 r---: 00 -q-,._ 1572# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 0.00 12.00 3,333.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=147.000 (Strength) Total Strength-Level Seismic Load. . . . .= 445.900Total Service-Level Seismic Load. . . . .= 637.000 lbs lbspsf Method : Triangular B-37 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.87 Global Stability =3.14 OK Sliding =1.51 OK Total Bearing Load =6,266 lbs...resultant ecc.=1.98 in Eccentricity within middle thirdSoil Pressure @ Toe =1,210 psf OK Soil Pressure @ Heel =842 psf OK Allowable =3,333 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,695 psfACI Factored @ Heel =1,178 psf Footing Shear @ Toe =3.0 psi OK Footing Shear @ Heel =2.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,760.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,193.0 458.3 == 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 =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.448 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,787.6lbsStrength Level Service Level Strength Level =4,171.0ft-# Service Level Strength Level =19.5psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-38 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 5.00 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 5.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 6 @ 18.00 in = = = == 1,695 210 92 118 2.9982.16 Heel: 1,178 12,337 17,371 5,034 2.8782.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.38 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 24,25022,855=ft-# NGNG B-39 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =445.9 = = 59.0 0.25 14.8= = =Seismic Earth Load = 2.89 1,288.2 Stem Weight(s) = 630.0 0.83 525.0 Earth @ Stem Transitions =Footing Weight = 1,375.0 2.75 3,781.3 Key Weight = Added Lateral Load lbs =5,085.4 Vert. Component 622.4 5.50 3,423.3 Total = 6,265.8 19,675.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,760.3 O.T.M. = Resisting/Overturning Ratio =3.87 Vertical Loads used for Soil Pressure =6,265.8 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 3,579.3 3.33 3.33 11,931.1 11,931.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,314.4 2.89 3,797.3 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.057 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-40 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=8, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.1833 in2/ft B-41 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-42 8" w/#5@8" Solid Grout 1'-0" t ~------- #5@12in @Toe #5@12" @Heel Clear Cover : 2.0625" 1 :--◄ 5'-0" 5'-6" 7'-0" 7'-6" :il • • ' :I 3" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-43 Pp= 458.33# iii 0.. (0 "' ci ~ N iii 0.. (0 1314# 446# I'-: ■ Lateral earth pressure due to the soil BELOW water table s:t ex, ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-44 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.82 Global Stability =2.72 OK Sliding =1.57 OK Total Bearing Load =6,416 lbs...resultant ecc.=4.24 in Eccentricity within middle thirdSoil Pressure @ Toe =1,607 psf OK Soil Pressure @ Heel =649 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,403 psfACI Factored @ Heel =971 psf Footing Shear @ Toe =4.7 psi OK Footing Shear @ Heel =7.7 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,922.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,566.4 458.3 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.957 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,171.7lbsStrength Level Service Level Strength Level =6,297.3ft-# Service Level Strength Level =23.7psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-45 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 4.50 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 5.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,403 294 92 202 4.6582.16 Heel: 971 9,823 17,470 7,646 7.6782.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.16 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 32,06332,063=ft-# OKOK B-46 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,385.84.83286.7=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 714.0 0.83 595.0 Earth @ Stem Transitions =Footing Weight = 1,250.0 2.50 3,125.0 Key Weight = 1.00 Added Lateral Load lbs =6,655.1 Vert. Component 774.3 5.00 3,871.7 Total = 6,416.0 18,764.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,922.0 O.T.M. = Resisting/Overturning Ratio =2.82 Vertical Loads used for Soil Pressure =6,416.0 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) 3,618.7 3.08 3.08 11,157.6 11,157.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,635.3 3.22 5,269.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.095 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-47 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2911 in2/ft B-48 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-49 8" wl #6@ 16" Solid Grout 1'-0" t ~------- #6@12in @Toe #6@12" @Heel Clear Cover : 2.25" 4'-6" 5'-0" "" 8'-0" 8'-6" • :I 3" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-50 Pp= 458.33# 100.00psf Pl 't, <l. 0) ,.._: 0 (0 1922# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 12.00 3,333.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=164.000 (Strength) Total Strength-Level Seismic Load. . . . .= 554.867Total Service-Level Seismic Load. . . . .= 792.667 lbs lbspsf Method : Triangular B-51 .I Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.70 Global Stability =2.91 OK Sliding =1.60 OK Total Bearing Load =7,610 lbs...resultant ecc.=2.56 in Eccentricity within middle thirdSoil Pressure @ Toe =1,382 psf OK Soil Pressure @ Heel =896 psf OK Allowable =3,333 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,935 psfACI Factored @ Heel =1,255 psf Footing Shear @ Toe =3.6 psi OK Footing Shear @ Heel =3.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,190.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,044.0 458.3 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.947 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,334.9lbsStrength Level Service Level Strength Level =6,226.4ft-# Service Level Strength Level =25.5psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 B-52 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 5.50 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 6.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 1,935 240 92 148 3.5882.16 Heel: 1,255 16,790 23,878 7,089 3.9182.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.59 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 32,06324,208=ft-# OKNG B-53 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =554.9 = = 59.0 0.25 14.8= = =Seismic Earth Load = 3.22 1,787.9 Stem Weight(s) = 714.0 0.83 595.0 Earth @ Stem Transitions =Footing Weight = 1,500.0 3.00 4,500.0 Key Weight = 1.00 Added Lateral Load lbs =7,057.1 Vert. Component 774.3 6.00 4,646.0 Total = 7,610.0 26,105.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,190.1 O.T.M. = Resisting/Overturning Ratio =3.70 Vertical Loads used for Soil Pressure =7,610.0 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) 4,562.7 3.58 3.58 16,349.6 16,349.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,635.3 3.22 5,269.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.068 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-54 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2878 in2/ft B-55 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-56 1·-0 .. l 8" w/ #6@ 16" Solid Grout #6@16in @Toe #6@12" @Heel Clear Cover : 2.25" ~ 1:-1. 5'-6" 6'-0" "" 8'-0" 8'-6" ~ 1 • ' 3" : Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-57 Pp= 458.33# 'ti a. ~ N CX) (') ~ en a. l{) 1635# 555# l§i ■ Lateral earth pressure due to the soil BELOW water table 00 ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= B-58 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.86 Global Stability =2.75 OK Sliding =1.78 OK Total Bearing Load =9,102 lbs...resultant ecc.=2.15 in Eccentricity within middle thirdSoil Pressure @ Toe =1,463 psf OK Soil Pressure @ Heel =1,047 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,178 psfACI Factored @ Heel =1,559 psf Footing Shear @ Toe =4.2 psi OK Footing Shear @ Heel =5.8 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,307.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,640.7 458.3 == 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 =10.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.914 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,544.2 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =2,695.1lbsStrength Level Service Level Strength Level =8,726.0ft-# Service Level Strength Level =23.3psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 B-59 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 6.00 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 6.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,178 270 101 169 4.2182.16 Heel: 1,559 23,000 32,810 9,810 5.7782.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.81 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 32,06332,063=ft-# OKOK B-60 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,687.45.33316.4=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 988.0 0.92 905.7 Earth @ Stem Transitions =Footing Weight = 1,625.0 3.25 5,281.3 Key Weight = 1.00 Added Lateral Load lbs =8,766.9 Vert. Component 942.8 6.50 6,128.4 Total = 9,101.8 33,820.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,307.5 O.T.M. = Resisting/Overturning Ratio =3.86 Vertical Loads used for Soil Pressure =9,101.8 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) 5,487.0 3.92 3.92 21,490.8 21,490.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,991.1 3.56 7,079.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.074 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-61 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2849 in2/ft B-62 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-63 1 0" w/ #6@ 16" Solid Grout 1·-0 .. t ~------- #6@12in @Toe #6@12" @Heel Clear Cover : 2.25" 9'-0" 9'-6" ________.,==---=--_ -_ -_ -=-=-=-=-=-=-=-=::;-- ~_______:__J· 3 f:-1. 3" 6'-0" 6'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-64 Pp= 458.33# -(/) a. r---(J) N CD -q- ~ 100.00psf -(/) a. 0 2307# ~ ■ Lateral earth pressure due to the soil BELOW water table -q- 0 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 0.00 12.00 3,333.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=182.000 (Strength) Total Strength-Level Seismic Load. . . . .= 679.467Total Service-Level Seismic Load. . . . .= 970.667 lbs lbspsf Method : Triangular B-65 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.56 Global Stability =2.75 OK Sliding =1.53 OK Total Bearing Load =9,102 lbs...resultant ecc.=3.22 in Eccentricity within middle thirdSoil Pressure @ Toe =1,566 psf OK Soil Pressure @ Heel =944 psf OK Allowable =3,333 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,193 psfACI Factored @ Heel =1,322 psf Footing Shear @ Toe =4.2 psi OK Footing Shear @ Heel =5.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,670.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,640.7 458.3 == 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 =10.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.930 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,544.2 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =2,959.0lbsStrength Level Service Level Strength Level =8,877.1ft-# Service Level Strength Level =25.6psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 B-66 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 6.00 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 6.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,193 271 101 170 4.2282.16 Heel: 1,322 20,722 30,503 9,781 5.1882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.22 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.61 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.81 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 31,50331,617=ft-# OKOK B-67 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =679.5 = = 59.0 0.25 14.8= = =Seismic Earth Load = 3.56 2,415.9 Stem Weight(s) = 988.0 0.92 905.7 Earth @ Stem Transitions =Footing Weight = 1,625.0 3.25 5,281.3 Key Weight = 1.00 Added Lateral Load lbs =9,495.4 Vert. Component 942.8 6.50 6,128.4 Total = 9,101.8 33,820.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,670.6 O.T.M. = Resisting/Overturning Ratio =3.56 Vertical Loads used for Soil Pressure =9,101.8 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 5,487.0 3.92 3.92 21,490.8 21,490.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,991.1 3.56 7,079.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.079 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. B-68 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2898 in2/ft B-69 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-70 1 0" w/ #6@ 16" Solid Grout 1·-0 .. t ~------- #5@8.611in @Toe #6@12.22" @Heel Clear Cover : 2.25" 1:-1. 6'-0" 6'-6" 9'-0" 9'-6" 3 , • ' :I 3" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: B-71 Pp= 458.33# -(/) a. N '<I" <D co LI) -(/) a. '<I" 0 ~ a, 1991# 679# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com C-1 Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations Level Backslope Retaining Walls w/ Large Toe Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 3.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-2 • • • • • • Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.91 Global Stability =4.28 OK Sliding =2.24 OK Total Bearing Load =1,094 lbs...resultant ecc.=3.71 in Eccentricity within middle thirdSoil Pressure @ Toe =910 psf OK Soil Pressure @ Heel =34 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,342 psfACI Factored @ Heel =51 psf Footing Shear @ Toe =4.0 psi OK Footing Shear @ Heel =3.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =442.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 382.9 609.4 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.203 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =394.4lbsStrength Level Service Level Strength Level =465.6ft-# Service Level Strength Level =4.3psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-3 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.83 1.17 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 =3,000psi 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,342 403 178 225 3.9882.16 Heel: 51 20 289 269 3.5982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 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 11,29910,399=ft-# NGNG C-4 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 267.92.13126.1=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 = = = 98.3 0.42 40.9= = = Stem Weight(s) = 294.0 1.17 342.9 Earth @ Stem Transitions =Footing Weight = 375.0 1.00 375.0 Key Weight = 2.00 Added Lateral Load lbs =715.7 Vert. Component 149.7 2.00 299.4 Total = 1,094.1 1,368.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =442.2 O.T.M. = Resisting/Overturning Ratio =1.91 Vertical Loads used for Soil Pressure =1,094.1 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) 177.1 1.75 1.75 309.9 309.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 316.1 1.42 447.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.055 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-5 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0205 in2/ft C-6 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-7 8" w/#4@24" Solid Grout 1 '-0" 1 ~----------------- #4@12in @Toe #4@12" @Heel • 10" Clear Cover : 2.12 " 3'-6" 3'-0" t-----;-2" .. e ----.-- 3" 1'-2" 2'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-8 Pp= 609.38# -en 0.. LO c::i ~ 0) 100.00psf [D P1 -en 0.. (0 ~ 442# ~ ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-9 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.93 Global Stability =3.17 OK Sliding =1.76 OK Total Bearing Load =1,468 lbs...resultant ecc.=3.69 in Eccentricity within middle thirdSoil Pressure @ Toe =863 psf OK Soil Pressure @ Heel =129 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,258 psfACI Factored @ Heel =188 psf Footing Shear @ Toe =5.4 psi OK Footing Shear @ Heel =4.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =638.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 513.7 609.4 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.427 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =637.8lbsStrength Level Service Level Strength Level =977.0ft-# Service Level Strength Level =7.0psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-10 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.33 1.17 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 2.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined 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 =# 6 @ 18.00 in = = = == 1,258 944 406 539 5.3982.16 Heel: 188 32 381 349 4.6282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.81 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 11,29910,399=ft-# NGNG C-11 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 408.82.63155.7=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 = = = 156.9 0.67 104.4= = = Stem Weight(s) = 378.0 1.66 628.7 Earth @ Stem Transitions =Footing Weight = 468.2 1.25 584.5 Key Weight = 2.00 Added Lateral Load lbs =1,252.9 Vert. Component 228.4 2.50 570.3 Total = 1,467.7 2,418.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =638.1 O.T.M. = Resisting/Overturning Ratio =1.93 Vertical Loads used for Soil Pressure =1,467.7 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) 236.2 2.25 2.25 530.6 530.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 482.3 1.75 844.1 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.054 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-12 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0429 in2/ft C-13 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-14 1'-0" 8" w/#4@24" Solid Grout #4@12in @Toe #4@12" @Heel • • 1'-4" _ 1'-2" _ -- 2'-6" Clear Cover : 2.1 5" 4'-6" 4'-0" t -----;-2" ·J~ ------.- 3" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-15 Pp= 609.38# ..... (/) a. co 'Sf" c-ri co co 100.00psf OJ P1 ui a. 'Sf" 638# ~ ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-16 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.83 Global Stability =2.72 OK Sliding =1.60 OK Total Bearing Load =1,999 lbs...resultant ecc.=4.57 in Eccentricity within middle thirdSoil Pressure @ Toe =968 psf OK Soil Pressure @ Heel =131 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,396 psfACI Factored @ Heel =189 psf Footing Shear @ Toe =6.0 psi OK Footing Shear @ Heel =5.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =932.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 699.5 787.5 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.770 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =937.3lbsStrength Level Service Level Strength Level =1,759.9ft-# Service Level Strength Level =10.2psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-17 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.83 1.17 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 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: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 1,396 1,933 817 1,115 5.9982.16 Heel: 189 32 518 486 5.2982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.17 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 13,99913,099=ft-# NGNG C-18 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 626.63.25192.8=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 = = = 216.3 0.92 198.2= = = Stem Weight(s) = 462.0 2.17 1,000.8 Earth @ Stem Transitions =Footing Weight = 675.0 1.50 1,012.5 Key Weight = 2.00 Added Lateral Load lbs =2,228.6 Vert. Component 350.1 3.00 1,050.3 Total = 1,998.6 4,073.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =932.2 O.T.M. = Resisting/Overturning Ratio =1.83 Vertical Loads used for Soil Pressure =1,998.6 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) 295.2 2.75 2.75 811.7 811.7 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 739.4 2.17 1,602.0 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.062 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-19 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0773 in2/ft C-20 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-21 1'-0" 8" w/#4@24" Solid Grout #4@12in @Toe #4@12" @Heel • 1 '-1 0" 3'-0" • 1'-2" Clear Cover : 2. 25" 5'-0" f-;-2" "~ -----.- 3" 5'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-22 Pp= 787.50# 100.00psf p ..... en a. (") en r--c.o en ..... en a. c.o 0 932# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-23 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.34 Global Stability =2.65 OK Sliding =1.57 OK Total Bearing Load =3,018 lbs...resultant ecc.=1.68 in Eccentricity within middle thirdSoil Pressure @ Toe =766 psf OK Soil Pressure @ Heel =500 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,115 psfACI Factored @ Heel =727 psf Footing Shear @ Toe =6.0 psi OK Footing Shear @ Heel =6.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,256.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,056.4 916.7 == 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 =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.826 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,474.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,292.7lbsStrength Level Service Level Strength Level =2,870.2ft-# Service Level Strength Level =14.1psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-24 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.33 1.67 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 6 @ 18.00 in = = = == 1,115 2,822 1,370 1,452 6.0482.16 Heel: 727 382 1,660 1,278 6.2682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.73 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 24,25022,855=ft-# NGNG C-25 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 871.73.83227.4=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 = = = 274.9 1.17 320.3= = = Stem Weight(s) = 546.0 2.66 1,454.2 Earth @ Stem Transitions =Footing Weight = 1,000.0 2.00 2,000.0 Key Weight = 2.00 Added Lateral Load lbs =3,500.4 Vert. Component 487.1 4.00 1,948.3 Total = 3,018.4 8,207.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,256.0 O.T.M. = Resisting/Overturning Ratio =2.34 Vertical Loads used for Soil Pressure =3,018.4 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) 710.4 3.50 3.50 2,485.1 2,485.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,028.6 2.56 2,628.7 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.043 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-26 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=24, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.1550 in2/ft As Required =0.1261 in2/ft C-27 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-28 1'-0" 8"w/#5@24" Solid Grout #5@12in @Toe #5@12" @Heel Clear Cover : 2.062 ,. 6'-0" 1~2" ~-1 -8b 3" 2'-4" 1'-8" 4'-0" 6'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-29 Pp= 916.67# -(/) a. 0 0 co <O r-- 100.00psf -(/) a. LO <O 1256# ~ ■ Lateral earth pressure due to the soil BELOW water table -sf" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-30 L Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.92 Global Stability =2.62 OK Sliding =1.51 OK Total Bearing Load =3,839 lbs...resultant ecc.=5.03 in Eccentricity within middle thirdSoil Pressure @ Toe =1,289 psf OK Soil Pressure @ Heel =294 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,881 psfACI Factored @ Heel =430 psf Footing Shear @ Toe =7.9 psi OK Footing Shear @ Heel =8.5 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,684.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,343.5 1,200.0 == 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 =0.860 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,704.2lbsStrength Level Service Level Strength Level =4,364.0ft-# Service Level Strength Level =18.6psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-31 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.00 2.00 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.25 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 6 @ 18.00 in = = = == 1,881 3,278 1,170 2,108 7.8882.16 Heel: 430 525 3,111 2,586 8.5082.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 2.07 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 62,30459,334=ft-# OKOK C-32 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,201.34.50266.9=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 = = = 236.0 1.00 236.0= = = Stem Weight(s) = 630.0 2.33 1,470.0 Earth @ Stem Transitions =Footing Weight = 1,200.0 2.00 2,400.0 Key Weight = 2.25 Added Lateral Load lbs =5,453.8 Vert. Component 671.2 4.00 2,684.9 Total = 3,838.6 10,462.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,684.4 O.T.M. = Resisting/Overturning Ratio =1.92 Vertical Loads used for Soil Pressure =3,838.6 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) 1,101.3 3.33 3.33 3,671.1 3,671.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,417.5 3.00 4,252.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.084 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-33 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 (25.4.2.3a) =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 =9.59 in As Provided =0.2325 in2/ft As Required =0.1918 in2/ft C-34 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-35 1'-0" 8" w/ #5@ 16" Solid Grout #6@8in @Toe #6@8" @Heel • 2'-0" 2'-0" 4'-0" Clear Cover : 2.0625" 7'-0" • r 2" '- 3" 7'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-36 Pp= 1200.00# 'lii a. <O N cri co N 100.00psf rn 1684# 'lii a. ~ V "';j, ■ Lateral earth pressure due to the soil BELOW water table N Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=133.000 (Strength) Total Strength-Level Seismic Load. . . . .= 418.950Total Service-Level Seismic Load. . . . .= 598.500 lbs lbspsf Method : Triangular C-37 L Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.90 Global Stability =2.62 OK Sliding =1.39 Ratio < 1.5! Total Bearing Load =3,839 lbs...resultant ecc.=5.24 in Eccentricity within middle thirdSoil Pressure @ Toe =1,310 psf OK Soil Pressure @ Heel =274 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,834 psfACI Factored @ Heel =383 psf Footing Shear @ Toe =7.5 psi OK Footing Shear @ Heel =7.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,836.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,343.5 1,200.0 == 211.2 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.797 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,734.1lbsStrength Level Service Level Strength Level =4,046.1ft-# Service Level Strength Level =19.0psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-38 OK, PER CBC 1807.2.3 OVERTURNING AND SLIDING ONLY NEED TO EXCEED 1.1 WHEN SUBJECTED TO SEISMIC LOADING Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.00 2.00 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.25 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 6 @ 18.00 in = = = == 1,834 3,185 1,170 2,014 7.5082.16 Heel: 383 484 2,933 2,449 7.9282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.07 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 62,30421,406=ft-# OKNG C-39 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =419.0 = = 236.0 1.00 236.0= = =Seismic Earth Load = 3.00 1,256.9 Stem Weight(s) = 630.0 2.33 1,470.0 Earth @ Stem Transitions =Footing Weight = 1,200.0 2.00 2,400.0 Key Weight = 2.25 Added Lateral Load lbs =5,509.4 Vert. Component 671.2 4.00 2,684.9 Total = 3,838.6 10,462.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,836.5 O.T.M. = Resisting/Overturning Ratio =1.90 Vertical Loads used for Soil Pressure =3,838.6 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) 1,101.3 3.33 3.33 3,671.1 3,671.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,417.5 3.00 4,252.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.085 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-40 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 (25.4.2.3a) =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 =9.59 in As Provided =0.2325 in2/ft As Required =0.1778 in2/ft C-41 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-42 1'-0" 8" w/ #5@ 16" Solid Grout #5@16in @Toe #6@8" @Heel • 2'-0" 2'-0" 4'-0" Clear Cover : 2.0625" 7'-0" • r 2" '- 3" 7'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-43 Pp= 1200.00# ui 0.. 0 ci M ui 0.. r--LO 1418# 419# ~ ■ Lateral earth pressure due to the soil BELOW water table N ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-44 . I Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.64 Global Stability =2.11 OK Sliding =1.71 OK Total Bearing Load =3,920 lbs...resultant ecc.=7.39 in Eccentricity within middle thirdSoil Pressure @ Toe =1,507 psf OK Soil Pressure @ Heel =59 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,177 psfACI Factored @ Heel =86 psf Footing Shear @ Toe =11.8 psi OK Footing Shear @ Heel =11.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,952.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,372.1 1,959.4 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.957 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,171.7lbsStrength Level Service Level Strength Level =6,297.3ft-# Service Level Strength Level =23.7psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-45 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.33 1.67 21.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 2.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in =# 6 @ 18.00 in = = = == 2,177 4,819 1,420 3,399 11.8282.16 Heel: 86 130 2,330 2,200 11.3582.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.81 0.45 #4@ 5.29 in #5@ 8.20 in #6@ 11.64 in in2 in2 /ft If two layers of horizontal bars: #4@ 10.58 in #5@ 16.40 in #6@ 23.28 in supplemental design for footing torsion. phiMn 53,39425,693=ft-# OKNG C-46 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,409.84.88289.2=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 = = = 275.3 1.17 321.1= = = Stem Weight(s) = 714.0 2.67 1,903.8 Earth @ Stem Transitions =Footing Weight = 1,049.7 2.00 2,099.0 Key Weight = 150.0 2.50 375.0 Added Lateral Load lbs =6,816.5 Vert. Component 787.7 4.00 3,150.2 Total = 3,920.1 11,150.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,952.8 O.T.M. = Resisting/Overturning Ratio =1.64 Vertical Loads used for Soil Pressure =3,920.1 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) 943.4 3.50 3.50 3,301.2 3,301.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,663.6 3.25 5,406.7 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.111 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-47 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2911 in2/ft C-48 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-49 1'-0" 8" w/#6@ 16" Solid Grout #6@16in @Toe #6@18in @ Center On Key #6@8" @Heel • 2'-0" 2'-4" Clear Cover : 2.25' 8'-6" 8'-0" 2" 9" 1'-0" 3" 1'-0" 1 '-0" 1 '-8" 4'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-50 Pp= 1959.38# 100.00psf 1953# ~ 'ui a. (') N r---0 I!) i ■ Lateral earth pressure due to the soil BELOW water table <D (') Ol I!) Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=136.000 (Strength) Total Strength-Level Seismic Load. . . . .= 464.100Total Service-Level Seismic Load. . . . .= 663.000 lbs lbspsf Method : Triangular C-51 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.66 Global Stability =2.10 OK Sliding =1.59 OK Total Bearing Load =4,058 lbs...resultant ecc.=7.37 in Eccentricity within middle thirdSoil Pressure @ Toe =1,571 psf OK Soil Pressure @ Heel =65 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,199 psfACI Factored @ Heel =90 psf Footing Shear @ Toe =11.6 psi OK Footing Shear @ Heel =11.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,127.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,420.3 1,959.4 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.907 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,238.4lbsStrength Level Service Level Strength Level =5,969.0ft-# Service Level Strength Level =24.5psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-52 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.17 1.83 21.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 2.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in =# 6 @ 18.00 in = = = == 2,199 4,266 1,236 3,030 11.6082.16 Heel: 90 201 2,736 2,535 11.1982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 1.81 0.45 #4@ 5.29 in #5@ 8.20 in #6@ 11.64 in in2 in2 /ft If two layers of horizontal bars: #4@ 10.58 in #5@ 16.40 in #6@ 23.28 in supplemental design for footing torsion. phiMn 53,39450,424=ft-# OKOK C-53 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =464.1 = = 255.6 1.08 276.8= = =Seismic Earth Load = 3.25 1,508.3 Stem Weight(s) = 714.0 2.50 1,784.5 Earth @ Stem Transitions =Footing Weight = 1,049.7 2.00 2,099.0 Key Weight = 150.0 2.50 375.0 Added Lateral Load lbs =6,915.0 Vert. Component 787.7 4.00 3,150.2 Total = 4,058.1 11,446.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,127.7 O.T.M. = Resisting/Overturning Ratio =1.66 Vertical Loads used for Soil Pressure =4,058.1 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) 1,101.0 3.42 3.42 3,760.9 3,760.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,663.6 3.25 5,406.7 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.116 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-54 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2759 in2/ft C-55 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-56 1'-0" 8" w/ #6@ 16" Solid Grout #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel • 2'-0" 2'-2" Clear Cover: 2.25" 8'-0" 2" 1'-9" • 1'-0" 3" 1 '-0" 1 '-0" 1 '-1 0" 4'-0" 8'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-57 Pp= 1959.38# Pl '1ii C. I.fl ~ ~ t--1.0 1664# 464# Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-58 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.64 Global Stability =1.79 OK Sliding =1.51 OK Total Bearing Load =4,482 lbs...resultant ecc.=7.59 in Eccentricity within middle thirdSoil Pressure @ Toe =1,444 psf OK Soil Pressure @ Heel =123 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,079 psfACI Factored @ Heel =176 psf Footing Shear @ Toe =13.2 psi OK Footing Shear @ Heel =13.0 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,341.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,568.8 1,959.4 == 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 =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.938 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,695.1lbsStrength Level Service Level Strength Level =8,726.0ft-# Service Level Strength Level =29.5psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-59 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.83 1.67 21.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 2.50 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in =# 6 @ 18.00 in = = = == 2,079 6,741 2,048 4,693 13.1782.16 Heel: 176 158 2,696 2,538 13.0382.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 2.04 0.45 #4@ 5.29 in #5@ 8.20 in #6@ 11.64 in in2 in2 /ft If two layers of horizontal bars: #4@ 10.58 in #5@ 16.40 in #6@ 23.28 in supplemental design for footing torsion. phiMn 53,39450,424=ft-# OKOK C-60 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,713.95.38318.9=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 = = = 334.3 1.42 473.5= = = Stem Weight(s) = 798.0 3.17 2,526.7 Earth @ Stem Transitions =Footing Weight = 1,181.0 2.25 2,656.6 Key Weight = 150.0 3.00 450.0 Added Lateral Load lbs =8,960.6 Vert. Component 957.6 4.50 4,308.3 Total = 4,482.2 14,659.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,341.2 O.T.M. = Resisting/Overturning Ratio =1.64 Vertical Loads used for Soil Pressure =4,482.2 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) 1,061.3 4.00 4.00 4,244.5 4,244.5 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,022.3 3.58 7,246.7 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.106 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-61 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=8, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.3835 in2/ft C-62 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-63 1 '-0" 8" w/#5@ 8" Solid Grout #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel 2'-6" 2'-10" 1 '-0" 1 '-0" 1 '-8" 4'-6" Clear Cover : 2. 625" 9'-6" 9'-0" 2" 1'-0" 3" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-64 Pp= 1959.38# '1ii Q. r--C"'! -st" -st" -st" 100.00psf 2341# 'fil_ ■ Lateral earth pressure due to the soil BELOW water table LO LO N N Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=153.000 (Strength) Total Strength-Level Seismic Load. . . . .= 575.663Total Service-Level Seismic Load. . . . .= 822.375 lbs lbspsf Method : Triangular C-65 • I Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.62 Global Stability =1.86 OK Sliding =1.38 Ratio < 1.5! Total Bearing Load =4,640 lbs...resultant ecc.=8.19 in Eccentricity within middle thirdSoil Pressure @ Toe =1,564 psf OK Soil Pressure @ Heel =73 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,189 psfACI Factored @ Heel =102 psf Footing Shear @ Toe =13.5 psi OK Footing Shear @ Heel =13.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,598.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,623.9 1,959.4 == 313.7 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =8.00 Rebar Size =#5 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.917 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,844.4lbsStrength Level Service Level Strength Level =8,533.3ft-# Service Level Strength Level =31.1psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 C-66 OK, PER CBC 1807.2.3 OVERTURNING AND SLIDING ONLY NEED TO EXCEED 1.1 WHEN SUBJECTED TO SEISMIC LOADING Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.67 1.83 21.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 2.50 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in =# 6 @ 18.00 in = = = == 2,189 6,315 1,826 4,490 13.5582.16 Heel: 102 192 3,177 2,985 13.2982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 2.04 0.45 #4@ 5.29 in #5@ 8.20 in #6@ 11.64 in in2 in2 /ft If two layers of horizontal bars: #4@ 10.58 in #5@ 16.40 in #6@ 23.28 in supplemental design for footing torsion. phiMn 53,39450,424=ft-# OKOK C-67 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =575.7 = = 314.6 1.33 419.3= = =Seismic Earth Load = 3.58 2,062.8 Stem Weight(s) = 798.0 3.00 2,393.5 Earth @ Stem Transitions =Footing Weight = 1,181.0 2.25 2,656.6 Key Weight = 150.0 3.00 450.0 Added Lateral Load lbs =9,309.5 Vert. Component 957.6 4.50 4,308.3 Total = 4,639.8 15,078.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,598.0 O.T.M. = Resisting/Overturning Ratio =1.62 Vertical Loads used for Soil Pressure =4,639.8 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,238.6 3.92 3.92 4,850.3 4,850.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,022.3 3.58 7,246.7 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.115 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-68 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=8, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.3750 in2/ft C-69 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-70 1 '-0" 8" w/#5@8" Solid Grout #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel 2'-6" 2'-8" Clear Cover : 2.06 5" 9'-6" 9'-0" 2" 1 -9" 1 '-0" 3" 1'-0" 1'-0" 1'-1 0" 4'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-71 Pp= 1959.38# 2022# 576# i ■ Lateral earth pressure due to the soil BELOW water table r---C) ("') r--- ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-72 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.65 Global Stability =1.79 OK Sliding =1.52 OK Total Bearing Load =5,513 lbs...resultant ecc.=7.99 in Eccentricity within middle thirdSoil Pressure @ Toe =1,555 psf OK Soil Pressure @ Heel =174 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,227 psfACI Factored @ Heel =249 psf Footing Shear @ Toe =13.5 psi OK Footing Shear @ Heel =13.2 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,875.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,929.6 2,454.2 == 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 =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.673 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =3,274.6lbsStrength Level Service Level Strength Level =11,706.2ft-# Service Level Strength Level =28.4psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 C-73 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 3.17 1.83 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 14.00 3.00 ft Footing Thickness =in 5.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 6 @ 18.00 in = = = == 2,227 9,068 2,845 6,223 13.5482.16 Heel: 249 190 3,279 3,089 13.1782.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 62,30459,334=ft-# OKOK C-74 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 2,135.66.00355.9=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 = = = 373.6 1.58 591.4= = = Stem Weight(s) = 1,092.0 3.58 3,912.3 Earth @ Stem Transitions =Footing Weight = 1,499.7 2.50 3,748.5 Key Weight = 175.0 3.50 612.5 Added Lateral Load lbs =12,215.6 Vert. Component 1,193.3 5.00 5,965.2 Total = 5,513.2 20,137.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,875.9 O.T.M. = Resisting/Overturning Ratio =1.65 Vertical Loads used for Soil Pressure =5,513.2 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) 1,179.6 4.50 4.50 5,307.2 5,307.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,520.0 4.00 10,080.0 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.113 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-75 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.3822 in2/ft C-76 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-77 1 '-0" 10" w/#6@ 8" Solid Grout #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel • 3'-0" 3'-2" 5'-0" Clear Cover : 2. 5" 10'-6" 10'-0" 2" 2 O" 3" 1 '-2" 1 '-0" 1 '-0" 1'-10" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-78 Pp= 2454.17# -(/) n. 0) <O ;i LO 100.00psf 2876# 'ti ■ Lateral earth pressure due to the soil BELOW water table n. N <O (') I'- Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=170.000 (Strength) Total Strength-Level Seismic Load. . . . .= 699.125Total Service-Level Seismic Load. . . . .= 998.750 lbs lbspsf Method : Triangular C-79 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.59 Global Stability =1.69 OK Sliding =1.28 Ratio < 1.5! Total Bearing Load =5,277 lbs...resultant ecc.=9.02 in Eccentricity within middle thirdSoil Pressure @ Toe =1,573 psf OK Soil Pressure @ Heel =81 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,202 psfACI Factored @ Heel =113 psf Footing Shear @ Toe =15.6 psi OK Footing Shear @ Heel =14.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,115.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,846.8 2,151.0 == 675.0 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.675 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =3,523.4lbsStrength Level Service Level Strength Level =11,744.7ft-# Service Level Strength Level =30.5psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 C-80 OK, PER CBC 1807.2.3 OVERTURNING AND SLIDING ONLY NEED TO EXCEED 1.1 WHEN SUBJECTED TO SEISMIC LOADING Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 3.17 1.83 21.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 14.00 3.00 ft Footing Thickness =in 5.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.89 in, #9@ 26.45 in, #10@ 33.59 in =# 6 @ 18.00 in = = = == 2,202 8,825 2,590 6,236 15.6382.16 Heel: 113 126 3,055 2,929 14.5982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 2.27 0.45 #4@ 5.29 in #5@ 8.20 in #6@ 11.64 in in2 in2 /ft If two layers of horizontal bars: #4@ 10.58 in #5@ 16.40 in #6@ 23.28 in supplemental design for footing torsion. phiMn 53,39450,424=ft-# OKOK C-81 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =699.1 = = 373.6 1.58 591.4= = =Seismic Earth Load = 3.92 2,738.2 Stem Weight(s) = 1,092.0 3.58 3,912.3 Earth @ Stem Transitions =Footing Weight = 1,312.2 2.50 3,279.9 Key Weight = 175.0 3.50 612.5 Added Lateral Load lbs =12,201.3 Vert. Component 1,144.1 5.00 5,719.2 Total = 5,276.5 19,422.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,115.2 O.T.M. = Resisting/Overturning Ratio =1.59 Vertical Loads used for Soil Pressure =5,276.5 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,179.6 4.50 4.50 5,307.2 5,307.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,416.1 3.92 9,463.0 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.115 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-82 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.3834 in2/ft C-83 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-84 1 '-0" 10" w/#6@ 8" Solid Grout _I_ _________ _ #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel • 3'-0" 3'-2" 5'-0" Clear Cover : 2. 5" 10'-6" 10'-0" 2" 9" 3" 1 '-2" 1 '-0" 1 '-0" 1'-10" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-85 Pp= 2151.04# -(/) a. 0 CX) N r----l{) 2416# 699# 'ti ■ Lateral earth pressure due to the soil BELOW water table a. ~ ■ Seismic lateral earth pressure 0 CX) Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 11.00 0.50 0.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= C-86 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.65 Global Stability =1.62 OK Sliding =1.51 OK Total Bearing Load =6,201 lbs...resultant ecc.=8.06 in Eccentricity within middle thirdSoil Pressure @ Toe =1,512 psf OK Soil Pressure @ Heel =234 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,162 psfACI Factored @ Heel =334 psf Footing Shear @ Toe =15.0 psi OK Footing Shear @ Heel =14.8 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,343.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,170.5 2,887.5 == 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 =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.879 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =3,910.0lbsStrength Level Service Level Strength Level =15,293.9ft-# Service Level Strength Level =33.9psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 C-87 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 3.67 1.83 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 3.50 ft Footing Thickness =in 5.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 6 @ 18.00 in = = = == 2,162 11,796 3,754 8,042 14.9682.16 Heel: 334 222 3,711 3,489 14.8082.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 2.85 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 62,30459,334=ft-# OKOK C-88 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 2,506.46.50385.6=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 = = = 432.6 1.83 792.9= = = Stem Weight(s) = 1,196.0 4.08 4,882.9 Earth @ Stem Transitions =Footing Weight = 1,649.7 2.75 4,535.9 Key Weight = 225.0 4.00 900.0 Added Lateral Load lbs =15,322.2 Vert. Component 1,400.4 5.50 7,701.0 Total = 6,201.3 25,299.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,343.1 O.T.M. = Resisting/Overturning Ratio =1.65 Vertical Loads used for Soil Pressure =6,201.3 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) 1,297.6 5.00 5.00 6,486.8 6,486.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,957.5 4.33 12,815.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.110 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-89 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.4993 in2/ft C-90 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-91 1 '-0" 10" w/#6@ 8" Solid Grout #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel • 3'-6" 3'-8" 5'-6" Clear Cover : .25/'1 '-6" 11 '-0" 2' O" 3" 1'-6" '-0" 1 '-0" 1'-1 O" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-92 Pp= 2887.50# -<I) a. (J) -st: N U) 100.00psf [D -<I) a. (J) LO c,-; <') N 3343# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 11.00 0.50 0.00 12.00 3,325.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=187.000 (Strength) Total Strength-Level Seismic Load. . . . .= 850.850Total Service-Level Seismic Load. . . . .= 1,215.500 lbs lbspsf Method : Triangular C-93 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.53 Global Stability =1.67 OK Sliding =1.33 Ratio < 1.5! Total Bearing Load =6,201 lbs...resultant ecc.=11.01 in Eccentricity outside middle thirdSoil Pressure @ Toe =1,747 psf OK Soil Pressure @ Heel =0 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,445 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =16.1 psi OK Footing Shear @ Heel =15.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,808.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,170.5 2,887.5 == 654.6 - lbs lbs lbs OK lbs NG - Masonry Block Type = Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Masonry Thickness =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.898 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =4,258.3lbsStrength Level Service Level Strength Level =15,613.7ft-# Service Level Strength Level =36.9psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 C-94 OK, PER CBC 1807.2.3 OVERTURNING AND SLIDING ONLY NEED TO EXCEED 1.1 WHEN SUBJECTED TO SEISMIC LOADING Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 3.67 1.83 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 3.50 ft Footing Thickness =in 5.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 6 @ 18.00 in = = = == 2,445 12,780 3,754 9,026 16.1182.16 Heel: 0 74 3,597 3,524 15.2682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 8.00 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: 2.85 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 62,30459,334=ft-# OKOK C-95 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =850.9 = = 432.6 1.83 792.9= = =Seismic Earth Load = 4.33 3,687.0 Stem Weight(s) = 1,196.0 4.08 4,882.9 Earth @ Stem Transitions =Footing Weight = 1,649.7 2.75 4,535.9 Key Weight = 225.0 4.00 900.0 Added Lateral Load lbs =16,502.9 Vert. Component 1,400.4 5.50 7,701.0 Total = 6,201.3 25,299.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,808.4 O.T.M. = Resisting/Overturning Ratio =1.53 Vertical Loads used for Soil Pressure =6,201.3 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) 1,297.6 5.00 5.00 6,486.8 6,486.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,957.5 4.33 12,815.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. C-96 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.5097 in2/ft C-97 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-98 1 '-0" 10" w/#6@ 8" Solid Grout #6@8in @Toe #6@18in @ Center On Key #6@8" @Heel • 3'-6" 3'-8" 5'-6" Clear Cover : .25/'1 '-6" 11 '-0" 2' O" 3" 1'-6" '-0" 1 '-0" 1'-1 O" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:11 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: C-99 Pp= 2887.50# 2958# 851# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com D-1 Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations 2:1 Backslope Retaining Walls Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 3.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 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 (Service Level) Wind (W)= D-2 • Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.58 Global Stability =3.32 OK Sliding =1.96 OK Total Bearing Load =1,639 lbs...resultant ecc.=1.08 in Eccentricity within middle thirdSoil Pressure @ Toe =655 psf OK Soil Pressure @ Heel =422 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =917 psfACI Factored @ Heel =591 psf Footing Shear @ Toe =1.7 psi OK Footing Shear @ Heel =3.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =604.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 573.8 609.4 == 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 =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.157 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,284.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =360.0lbsStrength Level Service Level Strength Level =360.0ft-# Service Level Strength Level =3.9psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-3 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 2.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined 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 =# 6 @ 18.00 in = = = == 917 112 76 35 1.7082.16 Heel: 591 577 1,414 837 3.3082.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.81 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 24,14322,163=ft-# OKOK D-4 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 52.4 2.06 107.8 =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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 294.0 0.83 245.0 Earth @ Stem Transitions =Footing Weight = 468.8 1.25 585.9 Key Weight = 2.00 Added Lateral Load lbs =990.4 Vert. Component 293.3 2.50 733.2 Total = 1,639.5 2,552.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =604.3 O.T.M. = Resisting/Overturning Ratio =2.58 Vertical Loads used for Soil Pressure =1,639.5 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) 472.0 1.83 1.83 865.3 865.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 604.3 1.64 990.4 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.032 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-5 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=24, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.0158 in2/ft D-6 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-7 8" w/#4@24" Solid Grout 1'-0" t ---'--------------- #6@12in @Toe #6@12" @Heel 6" 2 Clear I oJef3:' .125" 3'-6" 3'-0" 2" • ___1'r:3" 3" 2'-0" - 2'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-8 Pp= 609.38# ..... (J) a. (j) r-- ~ co Fl -(J) a. (0 604# gj ■ Lateral earth pressure due to the soil BELOW water table "<:I" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= D-9 . : l Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.55 Global Stability =2.46 OK Sliding =1.58 OK Total Bearing Load =2,002 lbs...resultant ecc.=0.42 in Eccentricity within middle thirdSoil Pressure @ Toe =496 psf OK Soil Pressure @ Heel =571 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =694 psfACI Factored @ Heel =800 psf Footing Shear @ Toe =2.9 psi OK Footing Shear @ Heel =4.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =827.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 700.7 609.4 == 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 =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.253 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,368.0 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =640.0lbsStrength Level Service Level Strength Level =853.3ft-# Service Level Strength Level =7.0psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-10 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.33 1.67 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 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: = No key defined 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 =# 6 @ 12.00 in = = = == 694 628 406 222 2.9382.16 Heel: 800 400 1,205 804 4.5882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 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 24,14322,163=ft-# OKOK D-11 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.7 2.67 79.2 =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 = = = 156.9 0.67 104.4= = = Stem Weight(s) = 378.0 1.66 628.7 Earth @ Stem Transitions =Footing Weight = 562.5 1.50 843.8 Key Weight = 1.00 Added Lateral Load lbs =1,585.6 Vert. Component 401.4 3.00 1,204.1 Total = 2,002.1 4,043.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =827.0 O.T.M. = Resisting/Overturning Ratio =2.55 Vertical Loads used for Soil Pressure =2,002.1 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) 473.6 2.50 2.50 1,183.1 1,183.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 827.0 1.92 1,585.6 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-12 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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=2.125, K_spacing=16, K_diam=4.5, and K_min=2.125 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =20.52 in Development length for #4 bar specified in this stem design segment =20.52 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1500 in2/ft As Required =0.0375 in2/ft D-13 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-14 1 '-0" 8" wl #4@ 16" Solid Grout #6@12in @Toe #6@12" @Heel • 1'-4" - - 2 Cl ar.cdili'e : 2.125" 4'-6" 4'-0" • ~ 3" 1'-8" -~ 3'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-15 Pp= 609.38# 'l;; a. r-- OC> L!) m 'Sf" 'l;; a. r-- C"! 827# j::::: ■ Lateral earth pressure due to the soil BELOW water table L!) Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= D-16 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.04 Global Stability =1.87 OK Sliding =2.03 OK Total Bearing Load =2,506 lbs...resultant ecc.=1.60 in Eccentricity within middle thirdSoil Pressure @ Toe =825 psf OK Soil Pressure @ Heel =477 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,155 psfACI Factored @ Heel =668 psf Footing Shear @ Toe =6.1 psi OK Footing Shear @ Heel =7.4 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,139.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 877.2 1,434.4 == 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 =0.328 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,000.0lbsStrength Level Service Level Strength Level =1,666.7ft-# Service Level Strength Level =10.9psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-17 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.33 1.67 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 1.50 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: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 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 =# 6 @ 12.00 in = = = == 1,155 958 406 552 6.1082.16 Heel: 668 364 1,543 1,180 7.3682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 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 24,14322,163=ft-# OKOK D-18 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.7 2.67 79.2 =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 = = = 156.9 0.67 104.4= = = Stem Weight(s) = 462.0 1.66 768.5 Earth @ Stem Transitions =Footing Weight = 562.5 1.50 843.8 Key Weight = 150.0 2.00 300.0 Added Lateral Load lbs =2,564.8 Vert. Component 553.1 3.00 1,659.2 Total = 2,506.2 5,233.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,139.6 O.T.M. = Resisting/Overturning Ratio =2.04 Vertical Loads used for Soil Pressure =2,506.2 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) 592.0 2.50 2.50 1,478.9 1,478.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,139.6 2.25 2,564.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.053 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-19 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 (25.4.2.3a) =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 =9.59 in As Provided =0.2325 in2/ft As Required =0.0732 in2/ft D-20 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-21 1 '-0" 8" w/#5@ 16" Solid Grout #6@12in @Toe #6@12in @ Center On Key #6@12" @Heel 1'-6" 1'-4" 3'-0" 2 Cl ar~e : 2.0625" 5'-6" 5'-0" 2 • ~· 3" 1 '-0" 1'-0" 6" 1'-8" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-22 Pp= 1434.38# 1140# Fl u'i 0.. 00 ...... ""' N 00 'Jg_ ■ Lateral earth pressure due to the soil BELOW water table 0) N r-..: r---"<t" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.7 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= D-23 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.88 Global Stability =1.78 OK Sliding =1.76 OK Total Bearing Load =3,217 lbs...resultant ecc.=2.63 in Eccentricity within middle thirdSoil Pressure @ Toe =958 psf OK Soil Pressure @ Heel =435 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,342 psfACI Factored @ Heel =609 psf Footing Shear @ Toe =7.3 psi OK Footing Shear @ Heel =9.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,600.7 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,126.1 1,687.5 == 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 =0.567 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,440.0lbsStrength Level Service Level Strength Level =2,880.0ft-# Service Level Strength Level =15.7psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-24 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 1.83 1.67 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 1.50 ft Footing Thickness =in 3.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 1,342 2,039 817 1,222 7.2882.16 Heel: 609 342 2,028 1,686 9.0682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.36 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMn 30,08328,103=ft-# OKOK D-25 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.7 3.17 94.1 =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 = = = 216.3 0.92 198.2= = = Stem Weight(s) = 546.0 2.17 1,182.8 Earth @ Stem Transitions =Footing Weight = 788.2 1.75 1,380.5 Key Weight = 150.0 2.00 300.0 Added Lateral Load lbs =4,269.3 Vert. Component 776.8 3.50 2,721.1 Total = 3,217.3 8,008.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,600.7 O.T.M. = Resisting/Overturning Ratio =1.88 Vertical Loads used for Soil Pressure =3,217.3 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) 710.4 3.00 3.00 2,132.0 2,132.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,600.7 2.67 4,269.3 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.062 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-26 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 (25.4.2.3a) =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 =9.59 in As Provided =0.2325 in2/ft As Required =0.1266 in2/ft D-27 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-28 1 '-0" 8" w/#5@ 16" Solid Grout #6@12in @Toe #6@18in @ Center On Key #6@12" @Heel • 1 '-6" 1'-0" 1'-0" 1'-8" 3'-6" 2 C ea6'(155v r : 2.0625" 6'-0" 2' 1'-6" • ____l_ 1 '-0" 3" 6'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-29 Pp= 1687.50# 1601# p 'iii C. (0 (") a::i LO a, 'Jg_ ■ Lateral earth pressure due to the soil BELOW water table (") 0 ,,; (") -st" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= D-30 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.78 Global Stability =1.58 OK Sliding =1.54 OK Total Bearing Load =3,933 lbs...resultant ecc.=3.25 in Eccentricity within middle thirdSoil Pressure @ Toe =1,024 psf OK Soil Pressure @ Heel =433 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,434 psfACI Factored @ Heel =606 psf Footing Shear @ Toe =8.3 psi OK Footing Shear @ Heel =10.7 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,101.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,376.6 1,866.7 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.695 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,960.0lbsStrength Level Service Level Strength Level =4,573.3ft-# Service Level Strength Level =21.4psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-31 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.33 1.67 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 2.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 6 @ 12.00 in = = = == 1,434 3,455 1,370 2,085 8.2882.16 Heel: 606 340 2,533 2,193 10.7282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.73 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 34,04332,063=ft-# OKOK D-32 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.7 3.67 108.9 =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 = = = 274.9 1.17 320.3= = = Stem Weight(s) = 630.0 2.66 1,677.9 Earth @ Stem Transitions =Footing Weight = 1,000.0 2.00 2,000.0 Key Weight = 150.0 2.50 375.0 Added Lateral Load lbs =6,422.3 Vert. Component 1,019.8 4.00 4,079.3 Total = 3,933.2 11,460.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,101.5 O.T.M. = Resisting/Overturning Ratio =1.78 Vertical Loads used for Soil Pressure =3,933.2 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) 828.8 3.50 3.50 2,899.3 2,899.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,101.5 3.06 6,422.3 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-33 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2114 in2/ft D-34 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-35 1'-0" 8" w/ #6@ 16" Solid Grout #6@12in @Toe #6@12in @ Center On Key #6@12" @Heel 2'-0" 2'-4" 2 lea'F!Co er : 2.25" 7'-0" 7'-6" ___ _J~· ___ __J 1 '-8" • _______l__ 1'-0" 3" 1'-0" 1'-0" 1 '-8" 4'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-36 Pp= 1866.67# 'iii a. N 0 .,f N 0 2101# 'fil_ ■ Lateral earth pressure due to the soil BELOW water table (0 (0 N "' "SI" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 2.00 12.00 3,325.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=156.000 (Strength) Total Strength-Level Seismic Load. . . . .= 518.791Total Service-Level Seismic Load. . . . .= 741.130 lbs lbspsf Method : Triangular D-37 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.65 Global Stability =1.71 OK Sliding =1.52 OK Total Bearing Load =4,468 lbs...resultant ecc.=6.80 in Eccentricity within middle thirdSoil Pressure @ Toe =1,315 psf OK Soil Pressure @ Heel =183 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,842 psfACI Factored @ Heel =257 psf Footing Shear @ Toe =9.1 psi OK Footing Shear @ Heel =10.5 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,775.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,563.7 2,666.7 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.846 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,384.7lbsStrength Level Service Level Strength Level =5,564.2ft-# Service Level Strength Level =26.1psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-38 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.83 1.67 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 16.00 2.50 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 6 @ 12.00 in = = = == 1,842 6,044 2,245 3,799 9.1482.16 Heel: 257 189 2,694 2,506 10.5082.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 41,96339,983=ft-# NGNG D-39 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 29.7 4.17 123.7 =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 =518.8 = = 333.9 1.42 472.5= = =Seismic Earth Load = 3.17 1,643.1 Stem Weight(s) = 630.0 3.16 1,992.9 Earth @ Stem Transitions =Footing Weight = 1,350.0 2.25 3,037.5 Key Weight = 200.0 3.00 600.0 Added Lateral Load lbs =8,791.7 Vert. Component 1,095.3 4.50 4,929.0 Total = 4,467.7 14,469.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,775.8 O.T.M. = Resisting/Overturning Ratio =1.65 Vertical Loads used for Soil Pressure =4,467.7 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) 828.8 4.00 4.00 3,313.6 3,313.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,257.0 3.17 7,148.6 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.076 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-40 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2572 in2/ft D-41 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-42 1'-0" 8" w/#6@ 16" Solid Grout #6@12in @Toe #6@12in @ Center On Key #6@12" @Heel • 2'-6" 2'-1 0" 4'-6" • 1'-0" 1'-0" 1'-8" 2 le'aB'C ver : 2.25" 7'-0" 2'-0" 3" 1'-4" 7'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-43 Pp= 2666.67# 2257# 519# _ ■ Lateral earth pressure due to the soil BELOW water table (/) a. ~ ■ Seismic lateral earth pressure (") a:, Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= D-44 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.72 Global Stability =1.49 OK Sliding =1.68 OK Total Bearing Load =4,913 lbs...resultant ecc.=3.56 in Eccentricity within middle thirdSoil Pressure @ Toe =1,109 psf OK Soil Pressure @ Heel =480 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,552 psfACI Factored @ Heel =672 psf Footing Shear @ Toe =8.4 psi OK Footing Shear @ Heel =11.8 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,757.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,965.1 2,666.7 == 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 =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.734 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =2,560.0lbsStrength Level Service Level Strength Level =6,826.7ft-# Service Level Strength Level =28.0psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-45 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 2.83 1.67 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 16.00 4.17 ft Footing Thickness =in 4.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 5 @ 8.00 in = = = == 1,552 5,477 2,245 3,232 8.3682.16 Heel: 672 371 3,179 2,808 11.7982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.33 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 39,98339,983=ft-# NGNG D-46 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.7 4.17 123.7 =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 = = = 333.9 1.42 472.5= = = Stem Weight(s) = 714.0 3.16 2,258.6 Earth @ Stem Transitions =Footing Weight = 1,350.0 2.25 3,037.5 Key Weight = 200.0 4.67 933.4 Added Lateral Load lbs =9,651.5 Vert. Component 1,338.0 4.50 6,021.1 Total = 4,912.8 16,633.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,757.1 O.T.M. = Resisting/Overturning Ratio =1.72 Vertical Loads used for Soil Pressure =4,912.8 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) 947.1 4.00 4.00 3,787.0 3,787.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,757.1 3.50 9,651.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.073 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-47 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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=8, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.3000 in2/ft D-48 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-49 1'-0" 8"w/#5@ 8" Solid Grout #6@12in @Toe #5@8in @ Center On Key #6@12" @Heel 4'-2" 2'-10" 4'-6" 1'-8" 2 &at" over : 2.0625' 8'-0" 2'-0" • ----1.. 3" 1'-6" 8'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-50 Pp= 2666.67# -"' a. ;:!: OC> 0 2757# _ ■ Lateral earth pressure due to the soil BELOW water table "' a. in 0 ci OC> 'St Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 2.00 12.00 3,325.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=179.000 (Strength) Total Strength-Level Seismic Load. . . . .= 657.929Total Service-Level Seismic Load. . . . .= 939.899 lbs lbspsf Method : Triangular D-51 f/ I I Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.84 Global Stability =1.49 OK Sliding =1.55 OK Total Bearing Load =5,465 lbs...resultant ecc.=3.90 in Eccentricity within middle thirdSoil Pressure @ Toe =1,016 psf OK Soil Pressure @ Heel =484 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,422 psfACI Factored @ Heel =678 psf Footing Shear @ Toe =9.6 psi OK Footing Shear @ Heel =11.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,415.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,186.2 3,116.7 == 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 =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.898 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =9,296.4 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =3,132.8lbsStrength Level Service Level Strength Level =8,354.1ft-# Service Level Strength Level =34.2psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 D-52 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 3.83 1.67 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 16.00 20.00 3.33 ft Footing Thickness =in 5.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 5 @ 8.00 in = = = == 1,422 9,177 4,005 5,172 9.5782.16 Heel: 678 364 3,179 2,815 11.8982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.85 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 39,98339,983=ft-# NGNG D-53 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 29.7 5.17 153.5 =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 =657.9 = = 452.3 1.92 866.8= = =Seismic Earth Load = 3.50 2,303.1 Stem Weight(s) = 714.0 4.17 2,974.8 Earth @ Stem Transitions =Footing Weight = 1,650.9 2.75 4,542.5 Key Weight = 333.3 4.00 1,332.2 Added Lateral Load lbs =11,954.6 Vert. Component 1,338.0 5.50 7,363.1 Total = 5,465.4 21,969.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,415.1 O.T.M. = Resisting/Overturning Ratio =1.84 Vertical Loads used for Soil Pressure =5,465.4 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) 947.1 5.00 5.00 4,737.0 4,737.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,757.1 3.50 9,651.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.054 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-54 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=8, 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 Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.4650 in2/ft As Required =0.3671 in2/ft D-55 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-56 1 '-0" 8" w/#5@8" Solid Grout #6@12in @Toe #5@8in @ Center On Key #6@12" @Heel • 3'-4" 3'-10" Cover : 2.06 5" 8'-6" 8'-0" 2'-0" • • ___l_ 3" 1'-8" 1-4" 10" 1'-8" 5'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-57 Pp= 3116.67# 'l;; a. (0 ,..._ .,.; 0 2757# 658# ■ Lateral earth pressure due to the soil BELOW water table l ■ Seismic lateral earth pressure (J) N -<i <X) -st" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= D-58 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.49 Global Stability =1.40 OK Sliding =1.89 OK Total Bearing Load =6,584 lbs...resultant ecc.=6.51 in Eccentricity within middle thirdSoil Pressure @ Toe =382 psf OK Soil Pressure @ Heel =1,150 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =535 psfACI Factored @ Heel =1,610 psf Footing Shear @ Toe =7.1 psi OK Footing Shear @ Heel =11.0 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =3,306.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,633.7 3,600.0 == 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 =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.559 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =3,240.0lbsStrength Level Service Level Strength Level =9,720.0ft-# Service Level Strength Level =28.1psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 D-59 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 4.67 1.83 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 16.00 24.00 4.17 ft Footing Thickness =in 6.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 5 @ 8.00 in = = = == 535 8,631 5,950 2,681 7.0682.16 Heel: 1,610 979 3,754 2,776 11.0282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 8.00 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: 3.37 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 42,33559,334=ft-# NGOK D-60 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.5 6.17 181.8 =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 = = = 550.7 2.33 1,285.1= = = Stem Weight(s) = 988.0 5.08 5,022.7 Earth @ Stem Transitions =Footing Weight = 1,950.0 3.25 6,337.5 Key Weight = 400.0 4.83 1,933.5 Added Lateral Load lbs =12,673.4 Vert. Component 1,604.5 6.50 10,429.0 Total = 6,584.3 31,559.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =3,306.2 O.T.M. = Resisting/Overturning Ratio =2.49 Vertical Loads used for Soil Pressure =6,584.3 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) 1,061.6 6.00 6.00 6,370.1 6,370.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 3,306.2 3.83 12,673.4 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-61 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.3173 in2/ft D-62 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-63 1 '-0" 10" w/#6@ 8" Solid Grout #6@8in @Toe #5@8in @ Center On Key #5@8" @Heel • 4'-2" 4'-8" 6'-6" 2 !Cle'a Cover : 2.2 " 9'-6" 9'-0" 2'-0" • • __I_ 3" 2'-0" 1 -4" 1 '-0" 1 '-1 0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-64 Pp= 3600.00# 3306# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 2.00 12.00 3,325.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=196.000 (Strength) Total Strength-Level Seismic Load. . . . .= 788.889Total Service-Level Seismic Load. . . . .= 1,126.984 lbs lbspsf Method : Triangular D-65 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.88 Global Stability =1.40 OK Sliding =1.51 OK Total Bearing Load =6,443 lbs...resultant ecc.=2.75 in Eccentricity within middle thirdSoil Pressure @ Toe =960 psf OK Soil Pressure @ Heel =610 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,345 psfACI Factored @ Heel =854 psf Footing Shear @ Toe =11.0 psi OK Footing Shear @ Heel =13.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =4,095.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,577.4 3,600.0 == 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 =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.683 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =3,961.6lbsStrength Level Service Level Strength Level =11,884.9ft-# Service Level Strength Level =34.3psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 D-66 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 4.33 1.83 24.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 16.00 24.00 4.17 ft Footing Thickness =in 6.16= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in #4@ 4.62 in, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.14 in, #10@ 29.39 in =# 5 @ 8.00 in = = = == 1,345 11,528 5,155 6,373 10.9782.16 Heel: 854 440 3,754 3,314 13.5982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 8.00 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: 3.19 0.52 #4@ 4.63 in #5@ 7.18 in #6@ 10.19 in in2 in2 /ft If two layers of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in supplemental design for footing torsion. phiMn 42,33559,334=ft-# NGOK D-67 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 29.5 5.83 171.9 =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 =788.9 = = 510.9 2.17 1,106.2= = =Seismic Earth Load = 3.83 3,024.0 Stem Weight(s) = 988.0 4.75 4,689.7 Earth @ Stem Transitions =Footing Weight = 1,848.9 3.08 5,697.4 Key Weight = 400.0 4.83 1,933.5 Added Lateral Load lbs =15,697.4 Vert. Component 1,604.5 6.16 9,888.3 Total = 6,443.4 29,499.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =4,095.0 O.T.M. = Resisting/Overturning Ratio =1.88 Vertical Loads used for Soil Pressure =6,443.4 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) 1,061.6 5.66 5.66 6,012.3 6,012.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 3,306.2 3.83 12,673.4 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.051 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-68 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.3880 in2/ft D-69 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-70 1'-0" 10" w/ #6@ 8" Solid Grout #6@8in @Toe #5@8in @ Center On Key #5@8" @Heel • 4'-2" 4'-4" 6'-2" 2 ~ Cover : 2.25' 9'-6" 9'-0" 2'-0" • • ____I__ 3" 2'-0" 1'-4" 8" 1 '-1 0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-71 Pp= 3600.00# 3306# 789# Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.00 0.50 2.00 12.00 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= D-72 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.74 Global Stability =1.32 OK Sliding =1.51 OK Total Bearing Load =7,419 lbs...resultant ecc.=5.35 in Eccentricity within middle thirdSoil Pressure @ Toe =1,182 psf OK Soil Pressure @ Heel =493 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,685 psfACI Factored @ Heel =703 psf Footing Shear @ Toe =12.2 psi OK Footing Shear @ Heel =15.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =4,604.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,967.6 3,984.4 == 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 =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.961 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =4,678.0lbsStrength Level Service Level Strength Level =16,723.2ft-# Service Level Strength Level =40.5psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 D-73 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 4.67 1.83 27.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 16.00 24.00 4.17 ft Footing Thickness =in 6.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.11 in, #5@ 6.37 in, #6@ 9.05 in, #7@ 12.34 in, #8@ 16.25 in, #9@ 20.57 in, #10@ 26.13 in #4@ 4.11 in, #5@ 6.37 in, #6@ 9.05 in, #7@ 12.34 in, #8@ 16.25 in, #9@ 20.57 in, #10@ 26.13 in =# 5 @ 8.00 in = = = == 1,685 15,812 6,492 9,319 12.2382.16 Heel: 703 377 4,588 4,211 15.5882.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 8.00 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: 3.79 0.58 #4@ 4.12 in #5@ 6.38 in #6@ 9.05 in in2 in2 /ft If two layers of horizontal bars: #4@ 8.23 in #5@ 12.76 in #6@ 18.11 in supplemental design for footing torsion. phiMn 48,61268,244=ft-# NGOK D-74 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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 29.5 6.17 181.9 3,444.06.37540.2=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 = = = 551.1 2.34 1,286.7= = = Stem Weight(s) = 1,092.0 5.09 5,554.6 Earth @ Stem Transitions =Footing Weight = 2,194.8 3.25 7,136.3 Key Weight = 400.0 4.83 1,933.5 Added Lateral Load lbs =20,715.6 Vert. Component 1,972.2 6.50 12,825.3 Total = 7,419.1 35,999.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =4,604.2 O.T.M. = Resisting/Overturning Ratio =1.74 Vertical Loads used for Soil Pressure =7,419.1 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) 1,179.6 6.00 6.00 7,081.4 7,081.4 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 4,064.0 4.25 17,271.6 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.066 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-75 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.5460 in2/ft D-76 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-77 1 '-0" 10" w/ #6@ 8" Solid Grout ~-------- #6@8in @Toe #5@8in @ Center On Key #5@8" @Heel 4'-2" 4'-8" 6'-6" 2 1cx;m' r Cover : 2. 5"10'-6" 10'-0" 2'-3" • ___i_ 3" 2'-0" 1 -4" 1 '-0" 1'-10" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-78 100.00psf Pp= 3984.38# 4604# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 10.00 0.50 2.00 12.00 3,325.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=217.000 (Strength) Total Strength-Level Seismic Load. . . . .= 968.350Total Service-Level Seismic Load. . . . .= 1,383.357 lbs lbspsf Method : Triangular D-79 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.07 Global Stability =1.32 OK Sliding =1.51 OK Total Bearing Load =7,981 lbs...resultant ecc.=0.59 in Eccentricity within middle thirdSoil Pressure @ Toe =769 psf OK Soil Pressure @ Heel =832 psf OK Allowable =3,325 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,077 psfACI Factored @ Heel =1,165 psf Footing Shear @ Toe =10.4 psi OK Footing Shear @ Heel =13.7 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =5,032.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,192.3 4,387.5 == 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 =10.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.936 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =17,386.9 =psi Shear.....Allowable =80.5psi Wall Weight =104.0psf Rebar Depth 'd'=7.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=9.63in 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 =4,885.7lbsStrength Level Service Level Strength Level =16,285.7ft-# Service Level Strength Level =42.3psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=115.50in2 D-80 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 5.67 1.83 27.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 18.00 27.00 5.00 ft Footing Thickness =in 7.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 4.11 in, #5@ 6.37 in, #6@ 9.05 in, #7@ 12.34 in, #8@ 16.25 in, #9@ 20.57 in, #10@ 26.13 in #4@ 4.11 in, #5@ 6.37 in, #6@ 9.05 in, #7@ 12.34 in, #8@ 16.25 in, #9@ 20.57 in, #10@ 26.13 in =# 5 @ 8.00 in = = = == 1,077 17,670 9,432 8,239 10.3982.16 Heel: 1,165 599 4,475 3,876 13.6682.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 8.00 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: 4.38 0.58 #4@ 4.12 in #5@ 6.38 in #6@ 9.05 in in2 in2 /ft If two layers of horizontal bars: #4@ 8.23 in #5@ 12.76 in #6@ 18.11 in supplemental design for footing torsion. phiMn 48,61268,244=ft-# NGOK D-81 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 29.5 7.17 211.4 =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 =968.3 = = 669.1 2.84 1,896.8= = =Seismic Earth Load = 4.25 4,115.4 Stem Weight(s) = 1,092.0 6.09 6,646.6 Earth @ Stem Transitions =Footing Weight = 2,532.3 3.75 9,499.8 Key Weight = 506.3 5.75 2,910.9 Added Lateral Load lbs =21,387.0 Vert. Component 1,972.2 7.50 14,797.5 Total = 7,980.9 44,224.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =5,032.3 O.T.M. = Resisting/Overturning Ratio =2.07 Vertical Loads used for Soil Pressure =7,980.9 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,179.6 7.00 7.00 8,261.0 8,261.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 4,064.0 4.25 17,271.6 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. D-82 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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=2.25, 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 =11.50 in As Provided =0.6600 in2/ft As Required =0.5317 in2/ft D-83 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-84 1 '-0" 10" w/#6@ 8" Solid Grout #6@8in @Toe #5@8in @ Center On Key #5@8" @Heel 5'-0" 5'-8" 7'-6" 2 10·~1e r Cover : 2 2510'-6" 10'-0" 2'-3" • __j_ 3" 2'-3" 1' 6" 1'-0" 1 '-1 0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:10 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: D-85 Pp= 4387.50# -<J) 0. ;;I; a, <D ..... 4064# 968# ■ Lateral earth pressure due to the soil BELOW water table _ ■ Seismic lateral earth pressure <J) 0. M M N M CX) 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com E-1 Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations Concrete Retaining Walls Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 3.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-2 -• • .. • • Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.02 Global Stability =4.55 OK Sliding =1.66 OK Total Bearing Load =1,229 lbs...resultant ecc.=3.86 in Eccentricity within middle thirdSoil Pressure @ Toe =1,060 psf OK Soil Pressure @ Heel =19 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,598 psfACI Factored @ Heel =29 psf Footing Shear @ Toe =1.4 psi OK Footing Shear @ Heel =4.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =442.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 430.0 304.7 == 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"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.168 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,768.3 =psi Shear.....Allowable =82.2psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =3,000.0psi Fy =60,000.0 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 =394.4lbsStrength Level Service Level Strength Level =465.6ft-# Service Level Strength Level =5.3psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-3 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0174 in2/ft (4/3) * As :0.0233 in2/ft Min Stem T&S Reinf Area 0.672 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.1 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.016 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 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 =3,000psi 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,598 183 46 138 1.3782.16 Heel: 29 86 481 395 4.1282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.65 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 11,29910,399=ft-# NGNG E-4 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 267.92.13126.1=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 350.0 0.83 291.7 Earth @ Stem Transitions =Footing Weight = 375.0 1.00 375.0 Key Weight = 2.00 Added Lateral Load lbs =715.7 Vert. Component 149.7 2.00 299.4 Total = 1,228.7 1,447.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =442.2 O.T.M. = Resisting/Overturning Ratio =2.02 Vertical Loads used for Soil Pressure =1,228.7 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) 295.0 1.58 1.58 467.1 467.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 316.1 1.42 447.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.064 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-5 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =17.09 in Development length for #4 bar specified in this stem design segment =13.15 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.1728 in2/ft E-6 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-7 8" w/#4@24" #4@12in @Toe #4@12" @Heel • 6" 1'-6" Clear Cover : 1.5" 3'-0" b 2" ~ -3 3" 3'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:3 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-8 Pp= 304.69# -en 0.. (") r-- 0) LO 0 100.00psf [D -en 0.. r--N CJ> 442# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 4.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-9 ·--- Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.97 Global Stability =3.85 OK Sliding =1.67 OK Total Bearing Load =2,165 lbs...resultant ecc.=2.71 in Eccentricity within middle thirdSoil Pressure @ Toe =937 psf OK Soil Pressure @ Heel =355 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,436 psfACI Factored @ Heel =543 psf Footing Shear @ Toe =1.4 psi OK Footing Shear @ Heel =4.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =638.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 757.8 304.7 == 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"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.351 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,779.3 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =637.8lbsStrength Level Service Level Strength Level =977.0ft-# Service Level Strength Level =8.5psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-10 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0366 in2/ft (4/3) * As :0.0488 in2/ft Min Stem T&S Reinf Area 0.864 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.1 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 2.50 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,436 173 46 127 1.3782.16 Heel: 543 1,218 2,269 1,050 4.0982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 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 11,29910,399=ft-# NGNG E-11 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 408.82.63155.7=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 450.0 0.83 375.0 Earth @ Stem Transitions =Footing Weight = 562.5 1.50 843.8 Key Weight = 2.00 Added Lateral Load lbs =1,252.9 Vert. Component 228.4 3.00 685.2 Total = 2,165.2 3,721.5 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =638.1 O.T.M. = Resisting/Overturning Ratio =2.97 Vertical Loads used for Soil Pressure =2,165.2 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) 865.3 2.08 2.08 1,802.8 1,802.8 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 482.3 1.75 844.1 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.049 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-12 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.1728 in2/ft E-13 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-14 8" w/#4@ 24" 1'-0" t ~-------- #4@12in @Toe #4@12" @Heel • • 6" Clear Cover : 1.5" 4'-6" 4'-0" 3" 2'-6" ... 3'-0" -- Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:4 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-15 Pp= 304.69# 'iii a. 0 t---: <.o {"} en 100.00psf rn 'iii a. N lO 638# ~ ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 5.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-16 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.98 Global Stability =3.29 OK Sliding =1.55 OK Total Bearing Load =2,966 lbs...resultant ecc.=3.00 in Eccentricity within middle thirdSoil Pressure @ Toe =1,078 psf OK Soil Pressure @ Heel =431 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,643 psfACI Factored @ Heel =657 psf Footing Shear @ Toe =1.4 psi OK Footing Shear @ Heel =5.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =869.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,038.0 304.7 == 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"=Concrete Thickness =8.00 Rebar Size =#4 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.633 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,779.3 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=6.25in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =937.3lbsStrength Level Service Level Strength Level =1,759.9ft-# Service Level Strength Level =12.5psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-17 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0659 in2/ft (4/3) * As :0.0879 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy : 200(12)(6.25)/60000 :0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.1 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.3547 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 3.00 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 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 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: = No key defined 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 =# 6 @ 18.00 in = = = == 1,643 199 46 154 1.3782.16 Heel: 657 2,386 4,184 1,798 5.1282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.13 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 11,29910,399=ft-# NGNG E-18 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 579.33.13185.4=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 550.0 0.83 458.3 Earth @ Stem Transitions =Footing Weight = 656.3 1.75 1,148.4 Key Weight = 2.00 Added Lateral Load lbs =2,003.5 Vert. Component 323.7 3.50 1,132.9 Total = 2,965.6 5,966.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =869.0 O.T.M. = Resisting/Overturning Ratio =2.98 Vertical Loads used for Soil Pressure =2,965.6 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) 1,376.7 2.33 2.33 3,212.2 3,212.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 683.6 2.08 1,424.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.059 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-19 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #4 bar specified in this stem design segment (25.4.2.3a) =15.60 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =7.67 in As Provided =0.1000 in2/ft As Required =0.1728 in2/ft E-20 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-21 8" w/#4@24" 1'-0" t ~-------- #4@12in @Toe #4@12" @Heel • • • 6" ----,----~ Clear Cover : 1.5" 3'-0" 3'-6" t 2" -~ 3" ll 5'-6" 5'-0" 1· Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:5 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-22 Pp= 304.69# ..... (/) a. r--- 00 r---0 100.00psf [D ..... (/) a. 0 U") 869# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-23 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.53 Global Stability =3.23 OK Sliding =1.65 OK Total Bearing Load =4,548 lbs...resultant ecc.=2.53 in Eccentricity within middle thirdSoil Pressure @ Toe =1,162 psf OK Soil Pressure @ Heel =652 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,759 psfACI Factored @ Heel =988 psf Footing Shear @ Toe =1.9 psi OK Footing Shear @ Heel =4.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,206.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,591.7 393.8 == 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"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =24.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.677 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,236.0 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =1,292.7lbsStrength Level Service Level Strength Level =2,870.2ft-# Service Level Strength Level =17.4psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-24 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1087 in2/ft (4/3) * As :0.1449 in2/ft Min Stem T&S Reinf Area 1.248 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.155 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 4.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 1,759 216 51 165 1.8782.16 Heel: 988 6,546 9,595 3,049 4.1282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.75 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 21,46020,065=ft-# NGNG E-25 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 834.23.75222.5=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 650.0 0.83 541.7 Earth @ Stem Transitions =Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = 2.00 Added Lateral Load lbs =3,295.2 Vert. Component 466.1 4.50 2,097.6 Total = 4,547.6 11,618.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,206.8 O.T.M. = Resisting/Overturning Ratio =3.53 Vertical Loads used for Soil Pressure =4,547.6 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) 2,360.0 2.83 2.83 6,686.7 6,686.7 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 984.4 2.50 2,460.9 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.058 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-26 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =18.50 in Development length for #5 bar specified in this stem design segment =14.23 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.1550 in2/ft As Required =0.1728 in2/ft E-27 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-28 8" w/#5@24" "'" • • Clear Cover : 1.5" 6'-6" 6'-0" • 1'-0" 1 • ~· 1 #5@12in ~ • @Toe 1:1 :I 3" 4'-0" #5@12" 4'-6" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-29 Pp= 393.75# 'iii a. L{) r---: co 100.00psf [TI 'iii a. L{) N 1207# ~ ■ Lateral earth pressure due to the soil BELOW water table <O Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-30 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.39 Global Stability =3.04 OK Sliding =1.59 OK Total Bearing Load =5,848 lbs...resultant ecc.=3.07 in Eccentricity within middle thirdSoil Pressure @ Toe =1,365 psf OK Soil Pressure @ Heel =725 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,052 psfACI Factored @ Heel =1,089 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =4.6 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,571.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,046.7 458.3 == 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"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.693 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,294.3 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =1,704.2lbsStrength Level Service Level Strength Level =4,364.0ft-# Service Level Strength Level =23.0psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-31 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1652 in2/ft (4/3) * As :0.2203 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2203 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 4.50 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 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: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 6 @ 18.00 in = = = == 2,052 252 55 197 2.1682.16 Heel: 1,089 9,809 14,480 4,671 4.6282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.16 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 24,25022,855=ft-# NGNG E-32 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,113.94.33257.1=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions =Footing Weight = 1,250.0 2.50 3,125.0 Key Weight = 2.00 Added Lateral Load lbs =4,911.2 Vert. Component 622.4 5.00 3,112.1 Total = 5,847.8 16,639.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,571.5 O.T.M. = Resisting/Overturning Ratio =3.39 Vertical Loads used for Soil Pressure =5,847.8 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) 3,166.3 3.08 3.08 9,762.9 9,762.9 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,314.4 2.89 3,797.3 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-33 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =18.50 in Development length for #5 bar specified in this stem design segment =14.23 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.2325 in2/ft As Required =0.2203 in2/ft E-34 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-35 8" w/#5@ 16" "'" • • • Clear Cover : 1.5" 7'-0" 7'-6" • 1'-0" t ~ •Ir #5@12in • @Toe 1:-1. 4'-6" :I 3" #5@12" 5'-0" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-36 Pp= 458.33# '1ii a. (") s:r: I.(") (0 (") 100.00psf '1ii a. 0 r---: "Sf" N ,._ 1572# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 7.00 0.50 0.00 12.00 3,333.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.350 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 Footing Width =0.00 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=147.000 (Strength) Total Strength-Level Seismic Load. . . . .= 445.900Total Service-Level Seismic Load. . . . .= 637.000 lbs lbspsf Method : Triangular E-37 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.89 Global Stability =3.14 OK Sliding =1.53 OK Total Bearing Load =6,386 lbs...resultant ecc.=2.41 in Eccentricity within middle thirdSoil Pressure @ Toe =1,278 psf OK Soil Pressure @ Heel =818 psf OK Allowable =3,333 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,789 psfACI Factored @ Heel =1,145 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =2.5 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,760.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,235.0 458.3 == 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"=Concrete Thickness =8.00 Rebar Size =#5 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.662 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,294.3 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=6.19in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =1,787.6lbsStrength Level Service Level Strength Level =4,171.0ft-# Service Level Strength Level =24.1psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-38 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.1579 in2/ft (4/3) * As :0.2106 in2/ft Min Stem T&S Reinf Area 1.440 in2 200bd/fy : 200(12)(6.1875)/60000 :0.2475 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2106 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.3411 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 5.00 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 5.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 6 @ 18.00 in = = = == 1,789 221 55 166 2.1682.16 Heel: 1,145 12,339 16,438 4,099 2.5282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 5 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.38 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 24,25022,855=ft-# NGNG E-39 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =445.9 = = 59.0 0.25 14.8= = =Seismic Earth Load = 2.89 1,288.2 Stem Weight(s) = 750.0 0.83 625.0 Earth @ Stem Transitions =Footing Weight = 1,375.0 2.75 3,781.3 Key Weight = Added Lateral Load lbs =5,085.4 Vert. Component 622.4 5.50 3,423.3 Total = 6,385.8 19,775.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,760.3 O.T.M. = Resisting/Overturning Ratio =3.89 Vertical Loads used for Soil Pressure =6,385.8 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 3,579.3 3.33 3.33 11,931.1 11,931.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,314.4 2.89 3,797.3 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.061 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-40 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 Lap Splice length for #5 bar specified in this stem design segment (25.4.2.3a) =18.50 in Development length for #5 bar specified in this stem design segment =14.23 in Hooked embedment length into footing for #5 bar specified in this stem design segment =9.59 in As Provided =0.2325 in2/ft As Required =0.2106 in2/ft E-41 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-42 8" w/#5@ 16" "'" • • • Clear Cover : 1.5" 7'-0" 7'-6" • 1'-0" t :il #5@12in • ' @Toe 1:-1. 5'-0" :I 3" #5@12" 5'-6" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:7 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-43 Pp= 458.33# iii 0.. 0 00 ,-.: t--N iii 0.. (0 1314# 446# ~ ■ Lateral earth pressure due to the soil BELOW water table ~ 00 ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-44 -iQWW Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.84 Global Stability =2.72 OK Sliding =1.60 OK Total Bearing Load =6,552 lbs...resultant ecc.=4.61 in Eccentricity within middle thirdSoil Pressure @ Toe =1,689 psf OK Soil Pressure @ Heel =622 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,521 psfACI Factored @ Heel =929 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =7.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,922.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,620.8 458.3 == 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"=Concrete Thickness =8.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.787 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =7,991.7 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=5.63in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =2,171.7lbsStrength Level Service Level Strength Level =6,297.3ft-# Service Level Strength Level =32.2psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-45 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2637 in2/ft (4/3) * As :0.3516 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(5.625)/60000 :0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2637 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.33 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.2192 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 4.50 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 5.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,521 309 55 253 2.1682.16 Heel: 929 9,815 16,452 6,637 7.2982.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.16 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 32,06332,063=ft-# OKOK E-46 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,385.84.83286.7=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 850.0 0.83 708.3 Earth @ Stem Transitions =Footing Weight = 1,250.0 2.50 3,125.0 Key Weight = 1.00 Added Lateral Load lbs =6,655.1 Vert. Component 774.3 5.00 3,871.7 Total = 6,552.0 18,877.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,922.0 O.T.M. = Resisting/Overturning Ratio =2.84 Vertical Loads used for Soil Pressure =6,552.0 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) 3,618.7 3.08 3.08 11,157.6 11,157.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,635.3 3.22 5,269.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.100 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-47 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =22.20 in Development length for #6 bar specified in this stem design segment =17.08 in Hooked embedment length into footing for #6 bar specified in this stem design segment =11.50 in As Provided =0.3300 in2/ft As Required =0.2637 in2/ft E-48 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-49 8" w/#6@ 16" "" • • • Clear Cover : 2" 8'-0" 8'-6" • • 1'-0" l • ] 1 #6@12in • ' @Toe 1 :-1◄ 4'-6" :I 3" #6@12" 5'-0" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-50 Pp= 458.33# 100.00psf F4 't, <l. 0) ,-.... a::i <X) (0 't, <l. <X) C'! N N (0 1922# ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 8.00 0.50 0.00 12.00 3,333.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=164.000 (Strength) Total Strength-Level Seismic Load. . . . .= 554.867Total Service-Level Seismic Load. . . . .= 792.667 lbs lbspsf Method : Triangular E-51 .I Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.72 Global Stability =2.91 OK Sliding =1.62 OK Total Bearing Load =7,746 lbs...resultant ecc.=3.02 in Eccentricity within middle thirdSoil Pressure @ Toe =1,454 psf OK Soil Pressure @ Heel =870 psf OK Allowable =3,333 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,036 psfACI Factored @ Heel =1,218 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =3.5 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,190.1 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,098.4 458.3 == 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"=Concrete Thickness =8.00 Rebar Size =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.779 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =7,991.7 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=5.63in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =2,334.9lbsStrength Level Service Level Strength Level =6,226.4ft-# Service Level Strength Level =34.6psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-52 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.2608 in2/ft (4/3) * As :0.3477 in2/ft Min Stem T&S Reinf Area 1.632 in2 200bd/fy : 200(12)(5.625)/60000 :0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.2608 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.33 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.2192 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 5.50 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 6.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,036 252 55 196 2.1682.16 Heel: 1,218 16,789 22,724 5,936 3.4782.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.59 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 32,06324,208=ft-# OKNG E-53 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =554.9 = = 59.0 0.25 14.8= = =Seismic Earth Load = 3.22 1,787.9 Stem Weight(s) = 850.0 0.83 708.3 Earth @ Stem Transitions =Footing Weight = 1,500.0 3.00 4,500.0 Key Weight = 1.00 Added Lateral Load lbs =7,057.1 Vert. Component 774.3 6.00 4,646.0 Total = 7,746.0 26,218.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,190.1 O.T.M. = Resisting/Overturning Ratio =3.72 Vertical Loads used for Soil Pressure =7,746.0 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) 4,562.7 3.58 3.58 16,349.6 16,349.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,635.3 3.22 5,269.2 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.072 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-54 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =22.20 in Development length for #6 bar specified in this stem design segment =17.08 in Hooked embedment length into footing for #6 bar specified in this stem design segment =11.50 in As Provided =0.3300 in2/ft As Required =0.2608 in2/ft E-55 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-56 8" w/#6@ 16" "" ,l . • • Clear Cover : 2" 8'-0" 8'-6" . • 1·-0 .. l ~ 1 #6@16in • ' @Toe 1:·I. 5'-6" : 3" #6@12" 6'-0" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:8 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-57 Pp= 458.33# ~ en a. 0 ,-... en CD co 1635# 555# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 0.00 12.00 2,500.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= E-58 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.87 Global Stability =2.74 OK Sliding =1.80 OK Total Bearing Load =9,241 lbs...resultant ecc.=2.61 in Eccentricity within middle thirdSoil Pressure @ Toe =1,533 psf OK Soil Pressure @ Heel =1,020 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,285 psfACI Factored @ Heel =1,520 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =4.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,307.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,696.3 458.3 == 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"=Concrete Thickness =8.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.571 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =15,260.6 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=5.63in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =2,695.1lbsStrength Level Service Level Strength Level =8,726.0ft-# Service Level Strength Level =39.9psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-59 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3654 in2/ft (4/3) * As :0.4873 in2/ft Min Stem T&S Reinf Area 1.824 in2 200bd/fy : 200(12)(5.625)/60000 :0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3654 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.66 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.2192 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 6.00 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 6.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,285 283 55 228 2.1682.16 Heel: 1,520 24,589 32,713 8,124 4.9582.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.81 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 32,06332,063=ft-# OKOK E-60 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 1,687.45.33316.4=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 950.0 0.83 791.7 Earth @ Stem Transitions =Footing Weight = 1,625.0 3.25 5,281.3 Key Weight = 1.00 Added Lateral Load lbs =8,766.9 Vert. Component 942.8 6.50 6,128.4 Total = 9,240.8 33,928.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,307.5 O.T.M. = Resisting/Overturning Ratio =3.87 Vertical Loads used for Soil Pressure =9,240.8 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) 5,664.0 3.83 3.83 21,712.0 21,712.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,991.1 3.56 7,079.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.078 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-61 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.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 Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =22.20 in Development length for #6 bar specified in this stem design segment =17.08 in Hooked embedment length into footing for #6 bar specified in this stem design segment =11.50 in As Provided =0.6600 in2/ft As Required =0.3654 in2/ft E-62 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-63 8" w/#6@ 8" • • Clear Cover : 2" 9'-0" 9'-6" . • 1·-0 .. l , 3 #6@12in ,u___ • ' @Toe 1:-1. 6'-0" :I 3" #6@12" 6'-6" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + Surcharge) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-64 Pp= 458.33# -(/) a. r---N (") (") LO 100.00psf -(/) a. <D 2307# ~ ■ Lateral earth pressure due to the soil BELOW water table ;; Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 9.00 0.50 0.00 12.00 3,333.0 35.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 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 =8.50 ft Eccentricity =0.00 in...Height to Bottom =8.00 ft Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=182.000 (Strength) Total Strength-Level Seismic Load. . . . .= 679.467Total Service-Level Seismic Load. . . . .= 970.667 lbs lbspsf Method : Triangular E-65 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.57 Global Stability =2.74 OK Sliding =1.56 OK Total Bearing Load =9,241 lbs...resultant ecc.=3.67 in Eccentricity within middle thirdSoil Pressure @ Toe =1,637 psf OK Soil Pressure @ Heel =917 psf OK Allowable =3,333 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,291 psfACI Factored @ Heel =1,283 psf Footing Shear @ Toe =2.2 psi OK Footing Shear @ Heel =4.3 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,670.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 3,696.3 458.3 == 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"=Concrete Thickness =8.00 Rebar Size =#6 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.581 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =15,260.6 =psi Shear.....Allowable =94.9psi Wall Weight =100.0psf Rebar Depth 'd'=5.63in Masonry Data f'm =psiFy =psiSolid Grouting = Modular Ratio 'n'= Equiv. Solid Thick.= Concrete Dataf'c =4,000.0psi Fy =60,000.0 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 =2,959.0lbsStrength Level Service Level Strength Level =8,877.1ft-# Service Level Strength Level =43.8psi Design Method =SD SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 E-66 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.3718 in2/ft (4/3) * As :0.4957 in2/ft Min Stem T&S Reinf Area 1.824 in2 200bd/fy : 200(12)(5.625)/60000 :0.225 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft 0.0018bh : 0.0018(12)(8) :0.1728 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.3718 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area :0.66 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area :1.2192 in2/ft #6@ 27.50 in #6@ 55.00 in 0.50 6.00 20.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 1.00 ft Footing Thickness =in 6.50= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in #4@ 5.55 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.66 in, #8@ 21.94 in, #9@ 27.77 in, #10@ 35.27 in =# 5 @ 8.00 in = = = == 2,291 283 55 228 2.1682.16 Heel: 1,283 22,171 30,437 8,266 4.3282.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.22 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 5 @ 8.61 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 2.81 0.43 #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in in2 in2 /ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in supplemental design for footing torsion. phiMn 31,50331,617=ft-# OKOK E-67 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 =679.5 = = 59.0 0.25 14.8= = =Seismic Earth Load = 3.56 2,415.9 Stem Weight(s) = 950.0 0.83 791.7 Earth @ Stem Transitions =Footing Weight = 1,625.0 3.25 5,281.3 Key Weight = 1.00 Added Lateral Load lbs =9,495.4 Vert. Component 942.8 6.50 6,128.4 Total = 9,240.8 33,928.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,670.6 O.T.M. = Resisting/Overturning Ratio =3.57 Vertical Loads used for Soil Pressure =9,240.8 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 5,664.0 3.83 3.83 21,712.0 21,712.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,991.1 3.56 7,079.5 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.083 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. E-68 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.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 Lap Splice length for #6 bar specified in this stem design segment (25.4.2.3a) =22.20 in Development length for #6 bar specified in this stem design segment =17.08 in Hooked embedment length into footing for #6 bar specified in this stem design segment =11.50 in As Provided =0.6600 in2/ft As Required =0.3718 in2/ft E-69 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-70 8" w/#6@ 8" • • Clear Cover : 2" 9'-0" 9'-6" . • 1·-0 .. l , 3 #5@8.611in ,u___ • ' @Toe 1:-1. 6'-0" :I 3" #6@12.22" 6'-6" @Heel Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:9 ft Retaining Wall (Active + E) Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: E-71 Pp= 458.33# -(/) a. ("') "' <O ("') <O -(/) a. 0 LO <O m 1991# 679# ■ Lateral earth pressure due to the soil BELOW water table ■ Seismic lateral earth pressure 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com F-1 Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations Terraced Retaining Walls Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 0.00 12.00 2,500.0 50.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft NOT Used To Resist Sliding & Overturning NOT 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 (Service Level) Wind (W)= F-2 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.52 Global Stability =1.98 OK Sliding =1.56 OK Total Bearing Load =4,615 lbs...resultant ecc.=6.09 in Eccentricity within middle thirdSoil Pressure @ Toe =1,528 psf OK Soil Pressure @ Heel =295 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,313 psfACI Factored @ Heel =447 psf Footing Shear @ Toe =5.0 psi OK Footing Shear @ Heel =6.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =1,724.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,846.2 843.8 == 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 =0.808 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =5,070.5 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.25in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,846.8lbsStrength Level Service Level Strength Level =4,100.3ft-# Service Level Strength Level =20.2psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 F-3 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 4.00 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 10.00 12.00 0.50 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 11.11 in, #5@ 17.22 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 2,313 281 86 195 5.0382.16 Heel: 447 5,043 10,556 5,513 6.9582.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.75 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMn 30,08328,103=ft-# OKOK F-4 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.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 1,191.73.75317.8=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 = = = 59.0 0.25 14.8= = = Stem Weight(s) = 546.0 0.83 455.0 Earth @ Stem Transitions =Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = 125.0 0.92 114.6 Added Lateral Load lbs =4,707.4 Vert. Component 513.0 4.50 2,308.3 Total = 4,615.5 11,857.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,724.0 O.T.M. = Resisting/Overturning Ratio =2.52 Vertical Loads used for Soil Pressure =4,615.5 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) 2,360.0 2.83 2.83 6,686.7 6,686.7 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,406.3 2.50 3,515.6 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.077 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. F-5 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.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 (25.4.2.3a) =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 =9.59 in As Provided =0.2325 in2/ft As Required =0.1802 in2/ft F-6 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-7 8" w/ #5@ 16" Solid Grout 1'-0"_]t'..__ __________ _ #6@12in @Toe #6@18in @ Center On Key #6@12" @Heel 6" 10" 6" Clear Cover : 2.0625" 6'-6" 6'-0" • 1'-0" 3" 3'-2" 4'-0" 4'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Top Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-8 Pp= 843.75# 'ti a. (") co N I!) 100.00psf [I] 1724# 'Jg_ ■ Lateral earth pressure due to the soil BELOW water table ~ I!) (J) N Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 2.00 12.00 2,500.0 50.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =10.50 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =780.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =3.50 ft...Height to Top =5.50 ft Eccentricity =0.00 in...Height to Bottom =5.00 ft Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.7 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= F-9 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.01 Global Stability =2.12 OK Sliding =1.51 OK Total Bearing Load =4,937 lbs...resultant ecc.=5.36 in Eccentricity within middle thirdSoil Pressure @ Toe =1,659 psf OK Soil Pressure @ Heel =328 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =2,322 psfACI Factored @ Heel =459 psf Footing Shear @ Toe =5.0 psi OK Footing Shear @ Heel =9.8 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,055.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,975.0 1,125.0 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.569 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,515.9lbsStrength Level Service Level Strength Level =3,741.5ft-# Service Level Strength Level =16.6psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 F-10 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 3.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 0.50 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 2,322 281 86 195 5.0282.16 Heel: 459 3,608 9,980 6,372 9.8482.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.56 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMn 30,08328,103=ft-# OKOK F-11 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.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 236.8 3.06 723.6 =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 = 67.8 = = 59.0 0.25 14.8= = = Stem Weight(s) = 546.0 0.83 455.0 Earth @ Stem Transitions = 2.66 180.1 Footing Weight = 900.0 2.00 1,800.0 Key Weight = 225.0 1.00 225.0 Added Lateral Load lbs =6,087.9 Vert. Component 964.6 4.00 3,858.4 Total = 4,937.4 12,259.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,055.5 O.T.M. = Resisting/Overturning Ratio =2.01 Vertical Loads used for Soil Pressure =4,937.4 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) 2,006.0 2.58 2.58 5,182.2 5,182.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,987.7 2.97 5,907.8 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 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.094 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. F-12 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.1730 in2/ft F-13 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-14 8" w/#6@ 16" Solid Grout 1'-0" 1 -'------------- #6@12in @Toe #6@18in @ Center On Key #6@12" @Heel 6" 1'-0" 6" 2 7'-5" Clear Cover : 2.25" • __j__ 2'-6" 3'-6" 4'-0" 2" 1'-6" 3" 1'-6" 6'-6" 6'-0" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Middle Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-15 Pp= 1125.00# -'ti (/) a. a. CJ) N "' ": co ,._ LO N <D ('") 2055# Adj Fig Load =780# 1 Ecc.=0" from CL ■ Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 6.00 0.50 2.00 12.00 2,500.0 50.0 0.0 150.0 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 = = 118.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 118.00 pcf Footing||Soil Friction =0.400 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =10.50 ft Wind on Exposed Stem psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =6,370.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =3.50 ft...Height to Top =5.50 ft Eccentricity =6.00 in...Height to Bottom =5.00 ft Used To Resist Sliding & Overturning NOT Used for Sliding & Overturning ==0.5 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Service Level) Wind (W)= F-16 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.55 Global Stability =2.47 OK Sliding =1.51 OK Total Bearing Load =6,178 lbs...resultant ecc.=3.01 in Eccentricity within middle thirdSoil Pressure @ Toe =1,328 psf OK Soil Pressure @ Heel =713 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,859 psfACI Factored @ Heel =998 psf Footing Shear @ Toe =3.9 psi OK Footing Shear @ Heel =7.8 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =2,382.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 2,471.3 1,125.0 == 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 =#6 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.748 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =6,574.2 =psi Shear.....Allowable =80.5psi Wall Weight =84.0psf Rebar Depth 'd'=5.00in Masonry Data f'm =2,000psiFy=psi 60,000Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=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 =1,624.7lbsStrength Level Service Level Strength Level =4,922.3ft-# Service Level Strength Level =17.8psi Design Method =SD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 F-17 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: 0.50 4.50 18.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =3,000psi Toe Width =ftHeel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 18.00 0.50 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: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:#4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.86 in, #10@ 39.19 in =# 6 @ 18.00 in = = = == 1,859 229 86 143 3.9082.16 Heel: 998 8,950 16,956 8,005 7.7582.16 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing =# 6 @ 12.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 6 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.94 0.39 #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in in2 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in supplemental design for footing torsion. phiMn 30,08328,103=ft-# OKOK F-18 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.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 433.5 3.72 1,613.5 =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 = 165.1 = = 59.0 0.25 14.8= = = Stem Weight(s) = 546.0 0.83 455.0 Earth @ Stem Transitions = 2.63 434.9 Footing Weight = 1,125.0 2.50 2,812.5 Key Weight = 225.0 1.00 225.0 Added Lateral Load lbs =7,393.3 Vert. Component 1,075.8 5.00 5,379.1 Total = 6,178.3 18,868.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,382.0 O.T.M. = Resisting/Overturning Ratio =2.55 Vertical Loads used for Soil Pressure =6,178.3 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) 2,714.0 3.08 3.08 8,368.2 8,368.2 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 2,216.8 3.14 6,958.4 Hydrostatic Force Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 200.0 pci Horizontal Defl @ Top of Wall (approximate only)0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. F-19 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.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=2.25, K_spacing=16, 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 =11.50 in As Provided =0.3300 in2/ft As Required =0.2276 in2/ft F-20 Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-21 8" w/ #6@ 16" Solid Grout 1'-0"~i _____ _ #6@12in @Toe #6@18in @ Center On Key #6@12" @Heel Clear Cover : 2.25" 6" 1'-0" 3'-6" 6" 4'-6" 5'-0" '-11" • ____l__ 2" 1'-6" 3" 1'-6" 6'-0" 6'-6" Cantilevered Retaining Wall LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:6 ft Retaining Wall (Active + Surcharge) Bottom Wall Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: F-22 Pp= 1125.00# -<I) C. CD 0 <xi N (") -<I) C. -st" a, N ;:::: 2382# Adj Ftg Load =6370# 1 Ecc.=6" from CL ■ Lateral earth pressure due to the soil BELOW water table 3131 Camino Del Rio North, Suite 1080 San Diego, CA 92108 619.521.8500 kpff.com G-1 Ionis Lots 21 & 22 Site Retaining Walls Site Wall Calculations Guardrail Design Steel Column LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:Guardrail Column Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: .Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Steel Stress Grade Top Free, Bottom FixedAnalysis Method : 4Overall Column Height Top & Bottom FixityLoad Resistance Factor Fy : Steel Yield ksi29,000.0 ksi Steel Section Name :HSS2-1/2x1x3/16 36.0 ft E : Elastic Bending Modulus Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 4 ft, K = 1.0 Unbraced Length for buckling ABOUT X-X Axis = 4 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 14.720 lbs * Dead Load Factor BENDING LOADS . . . Lat. Point Load at 4.0 ft creating Mx-x, D = 0.20 k .DESIGN SUMMARY PASS Max. Axial+Bending Stress Ratio =0.5825 Location of max.above base 0.0 ft 0.02061 k 13.885 k -1.120 k-ft Load Combination +1.40D Load Combination 0.0 0.9720 k-ft Bending & Shear Check Results PASS Maximum Shear Stress Ratio = 0.0 k 0.0 : 1 Location of max.above base 0.0 ft At maximum location values are . . . : 1 At maximum location values are . . . k Pu 0.9 * Pn Mu-x Vu : AppliedVn * Phi : Allowable 0.9 * Mn-x : 0.9 * Mn-y : Mu-y 1.925 k-ft 0.0 k-ft Maximum Load Reactions . . Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.20 k Maximum Load Deflections . . . Along Y-Y 0.3916 in at 4.0ft above base for load combination :D Only Along X-X 0.0 in at 0.0ft above base for load combination : 0.0 . Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus Load Combination Results Cbx Cby KxLx/Ry KyLy/Rx +1.40D PASS PASS0.00 0.000 0.00 ftft0.583 1.67 1.00 128.34 60.30 +1.20D PASS PASS0.00 0.000 0.00 ftft0.499 1.67 1.00 128.34 60.30 +0.90D PASS PASS0.00 0.000 0.00 ftft0.374 1.67 1.00 128.34 60.30 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments D Only 0.015 0.200 -0.800 +0.60D 0.009 0.120 -0.480 k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumAxial @ Base 0.015 0.200 -0.800 Minimum"0.009 0.120 -0.480 MaximumReaction, X-X Axis Base 0.015 0.200 -0.800 Minimum"0.015 0.200 -0.800 MaximumReaction, Y-Y Axis Base 0.015 0.200 -0.800 Minimum"0.009 0.120 -0.480 G-2 Steel Column LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:Guardrail Column Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: k k-ft Item X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top Extreme Reactions Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments MaximumReaction, X-X Axis Top 0.015 0.200 -0.800 Minimum"0.015 0.200 -0.800 MaximumReaction, Y-Y Axis Top 0.015 0.200 -0.800 Minimum"0.015 0.200 -0.800 MaximumMoment, X-X Axis Base 0.009 0.120-0.480 -0.480 Minimum"0.015 0.200-0.800 -0.800 MaximumMoment, Y-Y Axis Base 0.015 0.200 -0.800 Minimum"0.015 0.200 -0.800 MaximumMoment, X-X Axis Top 0.015 0.200 -0.800 Minimum"0.015 0.200 -0.800 MaximumMoment, Y-Y Axis Top 0.015 0.200 -0.800 Minimum"0.015 0.200 -0.800 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.392 4.000 ftftinin0.000 +0.60D 0.0000 0.233 3.973 ftftinin0.000 .Steel Section Properties :HSS2-1/2x1x3/16 R xx = 0.374 in Depth =2.500 in R yy = 0.796 in Zy =0.360 in^3 J =0.412 in^4 Width =1.000 in Wall Thick = 0.187 in Zx =0.713 in^3 Area = 1.020 in^2 Weight =3.680 plf I xx =0.65 in^4 S xx =0.52 in^3 Cw =0.65 in^6Design Thick =0.174 in I yy =0.143 in^4 C =0.648 in^3 S yy =0.285 in^3 Ycg =0.000 in Sketches G-3 C 0 L[) N +Y +X +-+---+-------1r---i-- 1.00in Steel Base Plate LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:Guardrail Baseplate Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16 Load Combination Set : IBC 2021 General Information Material Properties Load Resistance Factor Design Concrete Support f'c 2.0 ksi Nominal Bearing Fp per J8 3.40 ksi : LRFD Resistance Factor)c 0.65 Steel Plate Fy =36 ksi Assumed Bearing Area :Full Bearing = AISC Design Method Column Properties Steel Section :HSS2-1/2x1x3/16 Depth 0.174 in in in^21.022.5 Area Width along "X"8.0 in Length along "Z'24.0 in Support Dimensions Column assumed welded to base plate. Width 1 in Flange Thickness Ixx 0.646 in^4 0.143 in^4 Web Thickness in Plate Dimensions N : Length 4.0 in B : Width 6.0 in Thickness 0.6250 in 0 Iyy Column & Plate Applied Loads 0.80 " P " = Gravity load, "+" sign is downward. k k P-Y k k k k k "+" Moments create higher soil pressure at +Z edge. M-X k-ft k-ft k-ft k-ft k-ft k-ft k-ft V-Z D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake k H : Lateral Earth k k k k k k "+" Shears push plate towards +Z edge. Anchor Bolts 2.0 1.0 Anchor Bolt or Rod Description Number of Bolts in each Row................... k Number of Bolt Rows........................ Max of Tension or Pullout Capacity........... Shear Capacity.........................................k 1.25 inEdge distance : bolt to plate................... G-4 2'-0" +P ,...._ -- X I . . . • • • z Steel Base Plate LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:Guardrail Baseplate Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Fp : Allowable :2.210 ksi Bearing Stress OK Bearing Stress Ratio 0.998 fu : Max. Plate Bearing Stress ....2.210 ksi Design Method Load Resistance Factor Design +1.40D Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts Design Plate Size 4" x 6" x 0 -5/8 Pu : Axial .........0.000 k Mu : Moment ........0.000 k-ft Mu : Max. Moment .....................2.104 k-in Governing Load Combination fb : Max. Bending Stress ...............32.323 ksi Fb : Allowable : Fy * Phi 32.400 ksi Bending Stress OK Bending Stress Ratio 1.000 Governing STRESS RATIO1.0 Axial Load + Moment, Ecc. > L/2Load Comb. : +1.40D Loading Pu : Axial .........0.000 k A1 : Plate Area .........24.000 in^2 Bearing Stresses A2 : Support Area .....................96.000 in^2 sqrt( A2/A1 )2.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................2.210 ksi Mu : Moment ........1.120 k-ft 0.000 k "A" : Bearing Length 0.818 Plate Moment from Bolt Tension .......1.356 k-in 2.104 k-in on 1" strip) fb : Actual ................................32.323 ksi Mmax .......................................... Mpl : Plate Moment 0.175 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.998 Eccentricity ........................134400.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . .Tension per Bolt ..........................2.713 k Tension : Allowable .................... in Dist. from Bolt to Col. Edge .............0.438 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....1.750 in max(m, n)2.600 in Axial Load + Moment, Ecc. > L/2Load Comb. : +1.20D Loading Pu : Axial .........0.000 k A1 : Plate Area .........24.000 in^2 Bearing Stresses A2 : Support Area .....................96.000 in^2 sqrt( A2/A1 )2.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................2.210 ksi Mu : Moment ........0.960 k-ft 0.000 k "A" : Bearing Length 0.689 Plate Moment from Bolt Tension .......1.143 k-in 1.806 k-in on 1" strip) fb : Actual ................................27.736 ksi Mmax .......................................... Mpl : Plate Moment 0.150 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.856 Eccentricity ........................115200.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . . Tension per Bolt ..........................2.286 kTension : Allowable .................... in Dist. from Bolt to Col. Edge .............0.438 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....1.750 in max(m, n)2.600 in G-5 Steel Base Plate LIC# : KW-06016192, Build:20.23.2.14 KPFF (c) ENERCALC INC 1983-2022 DESCRIPTION:Guardrail Baseplate Project File: Ionis - Retaining Walls.ec6 Project Title:Engineer:Project ID:Project Descr: Axial Load + Moment, Ecc. > L/2Load Comb. : +0.90D Loading Pu : Axial .........0.000 k A1 : Plate Area .........24.000 in^2 Bearing Stresses A2 : Support Area .....................96.000 in^2 sqrt( A2/A1 )2.000 fu : Max. Bearing Pressure ( set equal to Fp ) Stress Ratio ....................1.000 Plate Bending Stresses Fp : Allowable ...............................2.210 ksi Mu : Moment ........0.720 k-ft 0.000 k "A" : Bearing Length 0.505 Plate Moment from Bolt Tension .......0.837 k-in 1.356 k-in on 1" strip) fb : Actual ................................20.833 ksi Mmax .......................................... Mpl : Plate Moment 0.113 k-in Fb : Allowable ................................32.400 ksi Stress Ratio ....................0.643 Eccentricity ........................86,400.000 0.000Stress Ratio ....................in Calculate plate moment from bolt tension . . . Tension per Bolt ..........................1.673 kTension : Allowable .................... in Dist. from Bolt to Col. Edge .............0.438 in Calculate plate moment from bearing . . . Effective Bolt Width for Bending .....1.750 in max(m, n)2.600 in G-6 www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 1 4/4/2023 Specifier's comments: 1 Input data Anchor type and diameter: HY 100 + threaded rod 5.8 1/2 Item number: 385427 HAS 5.8 1/2"x12" (element) / 2078494 HIT-HY 100 (adhesive) Effective embedment depth: hef = 10.000 in. Material: 5.8 Evaluation Service Report: ER-547 Issued I Valid: 12/1/2022 | 5/31/2023 Proof: Design Method LRFD (AC58) Masonry + ACI 318-14 Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plateR : lx x ly x t = 6.000 in. x 4.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Rectangular HSS (AISC), HSS2X1X.1875; (L x W x T) = 2.000 in. x 1.000 in. x 0.188 in. Base material: uncracked Grout-filled CMU, f=2000, f = 1,999 psi, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Solid Head Joint: yes; open ended unit: no Temp. short/long: 32 °F / 32 °F Joints: vertical: 0.375 in.; horizontal: 0.375 in. Installation: Top installation, Drill hole: Hammer drilled, Installation condition: Dry R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] G-7 www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 2 4/4/2023 Geometry [in.] & Loading [lb, in.lb] 1.1 Design results Case Description Forces [lb] / Moments [in.lb]Seismic Max. Util. Anchor [%] 1 Combination 1 N = 0; Vx = 0; Vy = 0; Mx = 8,400; My = 0; Mz = 0; Nsus = 0; Mx,sus = 0; My,sus = 0; no 184 Compression 1 2x y 2 Load case/Resulting anchor forces Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,710 0 0 0 2 2,710 0 0 0 max. concrete compressive strain: 0.99 [‰] max. concrete compressive stress: 1,337 [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/-1.550): 5,421 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. G-8i : i i S • • ---------------------- l l Design loads - Sustained loads I 00' I , Bv,400 o, ' . , ✓ ' . ' 1..,• 0 www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 3 4/4/2023 3 Tension load Load [lb]Capacity [lb]Utilization bN [%]Status Steel 2,710 6,688 41 OK Bond 5,421 6,116 89 OK Masonry breakout 5,421 2,947 184 not recommended 3.1 Steel strength Nsa = ESR value refer to ICC-ES ER-547 f Nsa ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1 Nsa [lb]f f Nsa [lb]Nua [lb] 10,289 0.650 6,688 2,710 G-9•=iiS•• ---------------------- www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 4 4/4/2023 3.2 Bond strength Nmag = (ANa ANa0) · y ec1,Na · y ec2,Na · y ed,Na · Nba,m ACI 318-14 Eq. (17.4.5.1b) f Nmag ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1 ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANa0 = (2 cNa)2 ACI 318-14 Eq. (17.4.5.1c) cNa = 10 da √t uncr,m 1100 ACI 318-14 Eq. (17.4.5.1d) y ec,Na = (1 1 + e' NcNa )£ 1.00 ACI 318-14 Eq. (17.4.5.3) y ed,Na = 0.7 + 0.3 (ca,mincNa)£ 1.00 ACI 318-14 Eq. (17.4.5.4b) Nba,m = l a · t uncr,m · p · da · hef ACI 318-14 Eq. (17.4.5.2) Variables da [in.]hef [in.]ca,min [in.]t uncr,m [psi]asat atop 0.500 10.000 3.812 456 1.000 0.780 ec1,N [in.]ec2,N [in.]l a 0.000 0.000 1.000 Calculations cNa [in.]ANa [in.2]ANa0 [in.2]y ed,Na 3.630 81.76 52.72 1.000 y ec1,Na y ec2,Na Nba,m [lb] 1.000 1.000 7,170 Results Nmag [lb]f f Nmag [lb]f Nua [lb] 11,120 0.550 6,116 5,421 G-10•=iiS•• ---------------------- www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 5 4/4/2023 3.3 Masonry breakout strength Nmbg = ANm ANm0 · y ec,N,m y ed,N,m · y c,N,m · Nb,m ACI 318-14 Eq. (17.4.2.1b) f Nmbg ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1 ANm see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANm0 = 9 · h2 ef ACI 318-14 Eq. (17.4.2.1c) y ec,N,m = (1 1 + 2 e' N 3 · hef )£ 1.00 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 ca,min1.5 · hef £ 1.0 ACI 318-14 Eq. (17.4.2.5b) Nb,m = km · l a · √f' m · h1.5 ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.]ec1,N,m [in.]ec2,N,m [in.]ca,min [in.]y c,N,m kc 4.000 0.000 0.000 3.812 1.000 17 l a f' m [psi] 1.000 1,999 Calculations ANm [in.2]ANm0 [in.2]y ec1,N,m y ec2,N,m y ed,N,m Nb,m [lb] 120.57 144.00 1.000 1.000 0.891 6,080 Results Nmbg [lb]f f Nmbg [lb]Nua [lb] 4,534 0.650 2,947 5,421 G-11•=iiS•• ---------------------- www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 6 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 6 4/4/2023 4 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/ • The min. sizes of the bricks, the masonry compressive strength, the type / strength of the mortar and the grout (in case of fully grouted CMU walls) has to fulfill the requirements given in the relevant ESR-approval or in the PTG. • Only the local load transfer from the anchor(s) to the wall is considered, a further load transfer in the wall is not covered by PROFIS! • Wall is assumed as being perfectly aligned vertically – checking required(!): Noncompliance can lead to significantly different distribution of forces and higher tension loads than those calculated by PROFIS. Masonry wall must not have any damages (neither visible nor not visible)! While installation, the positioning of the anchors needs to be maintained as in the design phase i.e. either relative to the brick or relative to the mortar joints. • The effect of the joints on the compressive stress distribution on the plate / bricks was not taken into consideration. • If no significant resistance is felt over the entire depth of the hole when drilling (e.g. in unfilled butt joints), the anchor should not be set at this position or the area should be assessed and reinforced. Hilti recommends the anchoring in masonry always with sieve sleeve. Anchors can only be installed without sieve sleeves in solid bricks when it is guaranteed that it has not any hole or void. • The accessories and installation remarks listed on this report are for the information of the user only. In any case, the instructions for use provided with the product have to be followed to ensure a proper installation. • The compliance with current standards (e.g. 2018, 2015, 2012, 2009 and 2006 IBC) is the responsibility of the user. • Drilling method (hammer, rotary) to be in accordance with the approval! • Masonry needs to be built in a regular way in accordance with state-of the art guidelines! • / Fastening meets the design criteria! G-12•=iiS•• ---------------------- www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 7 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 7 4/4/2023 Coordinates Anchor [in.] Anchor x y c-x c+x c-y c+y 1 -2.000 -0.000 14.000 10.000 3.812 3.812 2 2.000 -0.000 18.000 6.000 3.812 3.812 5 Installation data Anchor plate, steel: ASTM A36; E = 29,000,001 psi; fyk = 36,000 psi Anchor type and diameter: HY 100 + threaded rod 5.8 1/2 Profile: Rectangular HSS (AISC), HSS2X1X.1875; (L x W x T) = 2.000 in. x 1.000 in. x 0.188 in. Item number: 385427 HAS 5.8 1/2"x12" (element) / 2078494 HIT-HY 100 (adhesive) Hole diameter in the fixture: df = 0.562 in. Maximum installation torque: 360 in.lb Plate thickness (input): 0.500 in. Hole diameter in the base material: 0.562 in. Recommended plate thickness: not calculated Hole depth in the base material: 10.000 in. Drilling method: Drilled in hammer mode Minimum thickness of the base material: 36.000 in. Cleaning: No cleaning of the drilled hole is required Hilti HIT-V threaded rod with HIT-HY 100 injection mortar with 10 in embedment h_ef, 1/2, Steel galvanized, Hammer drilled installation per ER-547 1 2 x y 3.000 3.000 1.000 4.000 1.000 2. 0 0 0 2. 0 0 0 2. 0 0 0 2. 0 0 0 G-13•=iiS•• ------------------- '~ (\ ~ \_____) .... www.hilti.com Hilti PROFIS Engineering 3.0.84 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 8 Company: Address: Phone I Fax: Design: Fastening point: | Copy - Masonry - Apr 3, 2023 (1) Page: Specifier: E-Mail: Date: 8 4/4/2023 6 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. G-14•=iiS•• ---------------------- Ionis Lots 21 & 22 Site 06/01/23 Page 1 of 2 Plan Check Responses Ionis Lots 21 & 22 Site Response to Plan Check Comments KPFF Project # 2100173 Prepared by Spencer Shobe, KPFF 06/01/2023 (619) 521‐8500 Listed Comments Comment # Response S1 S2 Revised details to show standard hook at end. Detail 7 revised for increased retained condition. Similar to detail 6 except it is designed for level retained soil versus 2:1 slope as in the case of detail 6. Revised 8’‐0” wall to #6 @ 8” on center. 9’‐0” wall rebar is correct. Rebar is less reinforced because block size increased from 8” to 10”. Comments on Plan Sheet # Comment Response CS‐001 CS‐002 CS‐100B CS‐100D CS‐600 Request to add sheet numbers to declaration of responsible charge. Request to remove initials from reviewed by in title block. Request to shift approver name in title block. Request to change plan scale to engineering scale. Request to remove errant note. Request to add wall ‘O’ to the plans. Request to provide waterproofing detail reference on detail 9/CS‐600. Sheet numbers added. Initials removed. Name shifted left. Scale changed from 1/16” = 1’‐0” to 1” = 20’‐0”. Note removed. Wall ‘O’ added to plans. Added reference to detail I/5 on detail 9/CS‐600. lqJff Ionis Lots 21 & 22 Site 06/01/23 Page 2 of 2 Plan Check Responses CS‐705 Request to add retain heights up to 10.5’ on detail 7/CS‐705 for walls surrounding biofiltration basin. Updated detail 7/CS‐705 by adding key to encapsulate all conditions for walls up to 11’. Updated schedule and calculations to reflect these changes. This detail is similar to detail 6/CS‐705, except it is designed for level retained soil versus 2:1 slope as in the case of detail 6.