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BWFE2023-0212 -Structural CalcsSTRUCTURAL CALCULATIONS 58892 Marbella, Site Walls ENGINEER:IVAN GARCIA STRUC. JOB NO. : 23-081 DATE :5/2/2023 OPERATOR :IVAN GARCIA PRINCIPAL ENGINEER: Husam Ghanim These calculations are the property of Husam Ghanim, SE. They are provided to the Building Department as an aid in understanding the associated drawings. The use of these calculations is restricted to the original use for which they were prepared and their publication is expressly limited to such use. Reuse, reproduction, or publication, by any method, in whole or part, is prohibited without the written consent of Husam Ghanim, SE. BWFE2023-0212 - 58892 MARBELLA SUNRISE / 247LF GARDEN AND 55LF RETAINING WALLS 247LF OF 6' GARDEN WALL AT NORTH AND SOUTH PROPERTY LINES, AND EAST FRONT YARD, WITH 55LF OF RETAINING WALL AT WEST PROPERTY LINE [GHANIM ENGINEERING]. THIS PERMIT EXCLUDES ELECTRICAL INSTALLATIONS PRECISION CONCRETE BLOCK SHALL BE COVERED WITH STUCCO, PAINT, OR TEXTURED COATING WHERE VISIBLE FROM OUTSIDE THE PROPERTY. 2022 CALIFORNIA BUILDING CODES. 05/11/2023 Project:Andalusia Sheet No: 58892 Marbella Project No.:23-081 La Quinta, CA Date:05/02/23 By:IG A B C D E F G H I J K L M N Soil and Wind Series: 62.0002 Occupancy Group -U Exposure C, 110 mph Risk Category - II SOIL DATA Geotechnical report:Investigation prepared by Sladden Engineering, Project No. 544-18139, dated February 19, 2020 Bearing:1800 psf 1/3 Increase allowed for wind or seismic loading Active level backfill:35 pcf Restrained backfill:55 pcf Passive:below 12"250 pcf up to a maximum of:2500 psf Friction:m =0.40 Safety Factors: Overturning & Sliding (Active):1.5 Retaining walls only Overturning & Sliding(Seismic):1.1 Retaining walls only WIND LOADING ASCE 7-16 Section 26.10.2 Velocity pressure qh = 0.00256 x Kz x Kzt x Kd x Ke x V2 ASCE 7 Equation (26.10-1) Pressure coeff. (26.10.1, T26.10-1)Kz =0.85 0.85 0.85 Topographic factor (26.8.2)Kzt =1.0 1.0 1.0 Dir. coeff. (26.6, T26.6-1)Kd =0.85 0.85 0.85 Ground elev. Factor (26.9, T26.9-1)Ke =1.0 1.0 1.0 3-sec gust wind speed mph V =110 110 110 Section 29.3.1 Wind Load WL = qh x G x Cf x As ASCE 7 Equation (29.3-1) Net force coefficient (Fig. 29.3-1)Cf =1.40 1.40 1.40 Gust effect factor (26.11)G =0.85 0.85 0.85 Exposure Category C C C WALL DATA Varying aspect ratios Horizontal wall dimension ft B =13.33 14.67 16.00 Height of wall ft h =6.67 7.33 8.00 Aspect ratio B/h =2.00 2.00 2.00 Wall area sq.ft.As =1 1 1 Wind pressure (strength level)WL =26.6 26.6 26.6 Wind pressure (service level)WL =16.0 16.0 16.0 lbs/sq.ft.lbs/sq.ft.lbs/sq.ft. Project:Andalusia Sheet No: 58892 Marbella Project No.:23-081 La Quinta, CA Date:05/02/23 By:IG A B C D E F G H I J K L M N Seismic and Summary Series: 62.0002 FREESTANDING WALL SEISMIC LOADING Assumptions:Site Class 'D', Ground-supported cantilever walls or fences Average S1 ≥0.60g unless noted otherwise Actual SDS =1.000 MCE, 5% damped @ 1 second S1 =0.600 SD1 =0.681 Ss =1.500 SDS =1.000 Importance factor I =1.0 (SDS value allowed per ASCE 7-16, Sect. 12.8.1.3) Response mod. coeff. (T15.4-2)R =1.25 Long-term period. (11.4.5)TL =8 secs Fundamental period. (15.4-6)Tmin =0.104 secs Min. seismic load (Cs) min =0.80 x S1 /(R / I) =0.384 (15.4-2) Min. seismic load (Cs) min =0.044 x SDS x I ≥ 0.03 =0.044 (15.4-1) Seismic load Cs =SDS /(R / I) =0.800 (12.8-2) Max. Seismic load (Cs) max =SD1 /(T x R / I) =5.238 Wt (12.8-3) Cs =0.800 EQ = Nominal Masonry Unit Width inches 8 Completed Wall Weight - Wt psf Wt Wt Wt Factored Design - EQ psf S EQ EQ EQ Reinforcing Spacing - S inches 48 40 32.0 49 39.2 40 41 32.8 53 42.4 32 42 33.6 55 44.0 24 43 34.4 58 46.4 16 47 37.6 63 50.4 SOLID 58 46.4 78 62.4 164 131.2 FREESTANDING LATERAL LOAD SUMMARY Nominal Masonry Unit width inches Service Design - EQ psf Service Design - W psf 48 16.0 22.4 EQ 16.0 27.4 EQ 40 16.0 23.0 EQ 16.0 29.7 EQ 32 16.0 23.5 EQ 16.0 30.8 EQ 24 16.0 24.1 EQ 16.0 32.5 EQ 16 16.0 26.3 EQ 16.0 35.3 EQ SOLID 16.0 32.5 EQ 16.0 43.7 EQ 16.0 91.8 EQ 0.8 x Wt S WASD EQASD Controls WASD 6 8 6 16"x16" 16"x16" EQASD Controls WASD EQASD Controls Typical Freestanding Wall w/ Trench Footing Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:4'-0" Freestanding Wall Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.33 3.67 0.00 4.00 1,800.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 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 (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Stem Weight Seismic Load F lbs=Added seismic base force 89.6/ Wpp 0.800 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:4'-0" Freestanding Wall Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Design Summary Wall Stability Ratios Overturning =0.28 Global Stability =4.10 UNSTABLE! Sliding =3.81 OK Total Bearing Load =367 lbs ...resultant ecc.=14.12 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.1 psi OK Footing Shear @ Heel =0.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =184.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 146.9 555.6 == 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 =6.00 Rebar Size =#4 Rebar Spacing =48.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.417 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =613.3 =psi Shear.....Allowable =80.5psi Wall Weight =40.0psf Rebar Depth 'd'=2.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =No Modular Ratio 'n'=16.11 Equiv. Solid Thick.=3.16in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =131.0lbsStrength Level Service Level Strength Level =256.3ft-# Service Level Strength Level =11.2psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=11.69in2 SECTION OT APPLICABLE FOR WALLS WITH TRENCH FOOTING STEM DESIGN ONLY Pole Footing Embedded in Soil LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:4'-0" Freestanding Wall - Trench Footing Design Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Rectangular 12.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Width . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70EGoverning Load Combination : Lateral Load 0.08214 Moment 0.1506 k-ft Minimum Required Depth 1.875 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 153.125 psf Allowable 154.274 psf Controlling Values ft^2Footing Base Area 1.0 Maximum Soil Pressure 0.240 ksf k k k 0.240 k k0.0 Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.02660 0.0320 3.667 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft0.0ground surface ft Vertical Load (k) k0.0 Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000D Only 0.13 1.0000.0 133.40.059 0.107+D+0.60W 1.63 1.000135.3 119.60.044 0.080+D+0.450W 1.50 1.000120.8 133.40.059 0.107+0.60D+0.60W 1.63 1.000135.3 153.10.082 0.151+D+0.70E 1.88 1.000154.3 136.40.062 0.113+D+0.5250E 1.75 1.000137.9 153.10.082 0.151+0.60D+0.70E 1.88 1.000154.3 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.33 6.33 0.00 4.00 1,800.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.0 0.0 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 (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Stem Weight Seismic Load F lbs=Added seismic base force 156.8/ Wpp 0.800 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Design Summary Wall Stability Ratios Overturning =0.18 Global Stability =2.73 UNSTABLE! Sliding =2.98 OK Total Bearing Load =487 lbs ...resultant ecc.=22.42 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.1 psi OK Footing Shear @ Heel =0.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =252.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 194.9 555.6 == 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 =6.00 Rebar Size =#4 Rebar Spacing =32.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.825 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =905.3 =psi Shear.....Allowable =80.5psi Wall Weight =42.0psf Rebar Depth 'd'=2.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =No Modular Ratio 'n'=16.11 Equiv. Solid Thick.=3.39in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =227.1lbsStrength Level Service Level Strength Level =746.9ft-# Service Level Strength Level =13.0psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=17.53in2 SECTION OT APPLICABLE FOR WALLS WITH TRENCH FOOTING STEM DESIGN ONLY Pole Footing Embedded in Soil LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall - Trench Footing Design Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Rectangular 12.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Width . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.70EGoverning Load Combination : Lateral Load 0.1490 Moment 0.4717 k-ft Minimum Required Depth 2.625 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 218.275 psf Allowable 218.568 psf Controlling Values ft^2Footing Base Area 1.0 Maximum Soil Pressure 0.280 ksf k k k 0.280 k k Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.02660 0.03360 6.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ftground surface ft Vertical Load (k) k Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000D Only 0.13 1.0000.0 187.90.101 0.320+D+0.60W 2.38 1.000188.1 168.20.076 0.240+D+0.450W 2.13 1.000168.7 187.90.101 0.320+0.60D+0.60W 2.38 1.000188.1 218.30.149 0.472+D+0.70E 2.63 1.000218.6 194.40.112 0.354+D+0.5250E 2.38 1.000196.1 218.30.149 0.472+0.60D+0.70E 2.63 1.000218.6 Freestanding Wall Jamb Design at Gate Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall at Gate - Seismic Load Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.33 6.33 0.00 4.00 1,800.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =8.9 #/ft 0.0 0.0 0.0 0.0 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 (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =6.67 ft Eccentricity =0.00 in...Height to Bottom =0.33 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Stem Weight Seismic Load F lbs=Added seismic base force 216.3/ Wpp 0.800 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall at Gate - Seismic Load Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Design Summary Wall Stability Ratios Overturning =0.14 Global Stability =2.74 UNSTABLE! Sliding =2.26 OK Total Bearing Load =593 lbs ...resultant ecc.=29.20 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.1 psi OK Footing Shear @ Heel =0.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =350.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 237.4 555.6 == 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 =6.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.396 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,093.8 =psi Shear.....Allowable =80.5psi Wall Weight =58.0psf Rebar Depth 'd'=2.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=5.63in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =368.5lbsStrength Level Service Level Strength Level =1,226.9ft-# Service Level Strength Level =5.5psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=67.50in2 SECTION OT APPLICABLE FOR WALLS WITH TRENCH FOOTING STEM DESIGN ONLY Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall at Gate - Wind Load Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.33 6.33 0.00 4.00 1,800.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =34.9 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf26.6= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =6.67 ft Eccentricity =0.00 in...Height to Bottom =0.33 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wall at Gate - Wind Load Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Design Summary Wall Stability Ratios Overturning =0.15 Global Stability =2.74 UNSTABLE! Sliding =2.41 OK Total Bearing Load =593 lbs ...resultant ecc.=27.49 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.1 psi OK Footing Shear @ Heel =0.1 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =328.9 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 237.4 555.6 == 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 =6.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.440 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,093.8 =psi Shear.....Allowable =80.5psi Wall Weight =58.0psf Rebar Depth 'd'=2.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=5.63in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =392.8lbsStrength Level Service Level Strength Level =1,363.7ft-# Service Level Strength Level =5.8psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=67.50in2 SECTION OT APPLICABLE FOR WALLS WITH TRENCH FOOTING STEM DESIGN ONLY Pole Footing Embedded in Soil LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:6'-8" Freestanding Wala at Gate - Trench Footing Design Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Rectangular 12.0 250.0 1,500.0 No Lateral Restraint at Ground Surface Pole Footing Shape Pole Footing Width . . . . . . . . . . . . .in Allow Passive . . . . . . . . . . . . . . . . . . . . . .pcf Max Passive . . . . . . . . . . . . . . . . . . . . . .psf Calculate Min. Depth for Allowable Pressures +D+0.60WGoverning Load Combination : Lateral Load 0.2338 Moment 0.7402 k-ft Minimum Required Depth 3.250 ft k NO Ground Surface Restraint Pressures at 1/3 Depth Actual 260.339 psf Allowable 261.019 psf Controlling Values ft^2Footing Base Area 1.0 Maximum Soil Pressure 0.3870 ksf k k k 0.3870 k k0.03492 Applied Loads k Lateral Concentrated Load (k) D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above k k k k k k k ft Lateral Distributed Loads (klf) TOP of Load above ground surface BOTTOM of Load above ground surface 0.02660 0.04640 6.333 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft6.333ground surface ft Vertical Load (k) k0.00890 Load Combination Results Factor Soil IncreaseForces @ Ground Surface Load Combination Required Loads - (k)Moments - (ft-k)Depth - (ft) Pressure at 1/3 Depth Allow - (psf)Actual - (psf) 0.00.000 0.000D Only 0.13 1.0000.0 260.30.234 0.740+D+0.60W 3.25 1.000261.0 232.10.175 0.555+D+0.450W 2.88 1.000233.2 260.30.234 0.740+0.60D+0.60W 3.25 1.000261.0 265.70.245 0.776+D+0.70E 3.25 1.000265.7 236.50.184 0.582+D+0.5250E 2.88 1.000237.6 265.70.245 0.776+0.60D+0.70E 3.25 1.000265.7 Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:10" Jamb at Strike Side (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.33 6.33 0.00 4.00 1,800.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =8.9 #/ft 0.0 0.0 0.0 0.0 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 (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =6.67 ft Eccentricity =0.00 in...Height to Bottom =0.33 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Seismic (E)= Stem Weight Seismic Load F lbs=Added seismic base force 290.9/ Wpp 0.800 gWeight Multiplier Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:10" Jamb at Strike Side (Seismic Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Design Summary Wall Stability Ratios Overturning =0.91 Global Stability =3.75 UNSTABLE! Sliding =1.37 Ratio < 1.5! Total Bearing Load =993 lbs ...resultant ecc.=17.55 in Soil Pressure @ Toe =0 psf OK Soil Pressure @ Heel =0 psf OK Allowable =1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe =0 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =2.0 psi OK Footing Shear @ Heel =1.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =361.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 397.0 97.2 == 47.8 - 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 =#4 Rebar Spacing =8.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.355 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,443.8 =psi Shear.....Allowable =80.5psi Wall Weight =78.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =475.1lbsStrength Level Service Level Strength Level =1,581.7ft-# Service Level Strength Level =5.2psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 SECTION OT APPLICABLE FOR WALLS WITH ECCENTRIC FOOTING STEM DESIGN ONLY Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:10" Jamb at Strike Side (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per IBC 2021 1807.3, ASCE 7-16 0.33 6.33 0.00 4.00 1,800.0 35.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.400 Soil height to ignore for passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =46.6 #/ft 0.0 0.0 0.0 0.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf26.6= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Strength Level) =lbs Footing Type Spread Footing Surcharge Over Toe Footing Width =0.00 ft...Height to Top =6.67 ft Eccentricity =0.00 in...Height to Bottom =0.33 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= Cantilevered Retaining Wall LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:10" Jamb at Strike Side (Wind Loading) Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Design Summary Wall Stability Ratios Overturning =1.05 Global Stability =3.75 Ratio < 1.5! Sliding =1.60 OK Total Bearing Load =993 lbs ...resultant ecc.=15.30 in Eccentricity outside middle third Soil Pressure @ Toe =11,388 psf NG Soil Pressure @ Heel =0 psf OK Allowable =1,800 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe =15,943 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =9.6 psi OK Footing Shear @ Heel =1.9 psi OK Allowable =82.2 psi Sliding Calcs Lateral Sliding Force =309.2 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 397.0 97.2 == 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 =8.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =Center Design Data fb/FB + fa/Fa =0.584 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =4,443.8 =psi Shear.....Allowable =80.5psi Wall Weight =78.0psf Rebar Depth 'd'=3.81in Masonry Data f'm =2,000psiFy=psi 60,000 Solid Grouting =Yes Modular Ratio 'n'=16.11 Equiv. Solid Thick.=7.63in Concrete Data f'c =psi Fy = Masonry Design Method SD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =745.2lbsStrength Level Service Level Strength Level =2,596.4ft-# Service Level Strength Level =8.1psi Design Method =SD SD SD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=91.50in2 STEM DESIGN ONLY SECTION OT APPLICABLE FOR WALLS WITH ECCENTRIC FOOTING General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 10" Gate Jamb Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 167.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.40Flexure=0.90 Shear = ValuesM 0.00180 1.333 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.667 ft Length parallel to Z-Z Axis = 2.667 ft Load location offset from footing center... ez : Prll to Z-Z Axis 11 in= in= =Pedestal dimensions... px : parallel to X-X Axis 7.625 in pz : parallel to Z-Z Axis 10.0 in Height == 4.0 in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.4340 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k0.4350 0.3748 V-z k 1.377 M-xx = k-ft= k-ft 1.250 H = General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 10" Gate Jamb Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design PASS 2.975 Sliding - X-X 0.2624 k 0.7806 k +0.60D+0.70E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9020 Soil Bearing 1.804 ksf 2.0 ksf +0.60D+0.70E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.115 Overturning - Z-Z 1.225 k-ft 1.365 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.03983 Z Flexure (+X)0.4649 k-ft/ft 11.672 k-ft/ft +0.90D+W PASS 0.009634 Z Flexure (-X)0.1124 k-ft/ft 11.672 k-ft/ft +1.20D+W PASS 0.0 X Flexure (+Z)0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.001375 X Flexure (-Z)0.01605 k-ft/ft 11.672 k-ft/ft +1.40D PASS 0.06554 1-way Shear (+X)4.916 psi 75.0 psi +0.90D+W PASS n/a 1-way Shear (-X)0.5382 psi 75.0 psi +1.20D+W PASS n/a 1-way Shear (+Z)0.0 psi 75.0 psi n/a PASS 0.002387 1-way Shear (-Z)0.1791 psi 75.0 psi +1.40D PASS 0.0 2-way Punching 0.0 psi 0.0 psi n/a Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.1209 0.3589 n/a 0.1802.672n/a X-X, +D+0.60W 2.0 n/a0.1209 0.3589 n/a 0.1802.672n/a X-X, +D+0.450W 2.0 n/a0.1209 0.3589 n/a 0.1802.672n/a X-X, +0.60D+0.60W 2.0 n/a0.07255 0.2154 n/a 0.1082.672n/a X-X, +D+0.70E 2.0 n/a0.1209 0.3589 n/a 0.1802.672n/a X-X, +D+0.5250E 2.0 n/a0.1209 0.3589 n/a 0.1802.672n/a X-X, +0.60D+0.70E 2.0 n/a0.07255 0.2154 n/a 0.1082.672n/a Z-Z, D Only 2.0 0.2399n/a n/a 0.2399 0.120n/a0.0 Z-Z, +D+0.60W 2.0 0.0n/a n/a 0.6564 0.328n/a8.257 Z-Z, +D+0.450W 2.0 0.0n/a n/a 0.5190 0.260n/a6.193 Z-Z, +0.60D+0.60W 2.0 0.0n/a n/a 1.338 0.669n/a13.761 Z-Z, +D+0.70E 2.0 0.0n/a n/a 0.6877 0.344n/a8.613 Z-Z, +D+0.5250E 2.0 0.0n/a n/a 0.5334 0.267n/a6.460 Z-Z, +0.60D+0.70E 2.0 0.0n/a n/a 1.804 0.902n/a14.355 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 2.673 k-ft Infinity OK X-X, +D+0.60W None 2.673 k-ft Infinity OK X-X, +D+0.450W None 2.673 k-ft Infinity OK X-X, +0.60D+0.60W None 1.604 k-ft Infinity OK X-X, +D+0.70E None 2.673 k-ft Infinity OK X-X, +D+0.5250E None 2.673 k-ft Infinity OK X-X, +0.60D+0.70E None 1.604 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 1.174 k-ft 2.276 k-ft 1.938 OK Z-Z, +D+0.450W 0.8807 k-ft 2.276 k-ft 2.584 OK Z-Z, +0.60D+0.60W 1.174 k-ft 1.365 k-ft 1.163 OK Z-Z, +D+0.70E 1.225 k-ft 2.276 k-ft 1.858 OK Z-Z, +D+0.5250E 0.9186 k-ft 2.276 k-ft 2.477 OK Z-Z, +0.60D+0.70E 1.225 k-ft 1.365 k-ft 1.115 OK General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 10" Gate Jamb Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 1.054 k No Sliding OK X-X, +D+0.60W 0.2610 k 1.054 k 4.037 OK X-X, +D+0.450W 0.1958 k 1.054 k 5.382 OK X-X, +0.60D+0.60W 0.2610 k 0.7806 k 2.991 OK X-X, +D+0.70E 0.2624 k 1.054 k 4.016 OK X-X, +D+0.5250E 0.1968 k 1.054 k 5.355 OK X-X, +0.60D+0.70E 0.2624 k 0.7806 k 2.975 OK Z-Z, D Only 0.0 k 1.054 k No Sliding OK Z-Z, +D+0.60W 0.0 k 1.054 k No Sliding OK Z-Z, +D+0.450W 0.0 k 1.054 k No Sliding OK Z-Z, +0.60D+0.60W 0.0 k 0.7806 k No Sliding OK Z-Z, +D+0.70E 0.0 k 1.054 k No Sliding OK Z-Z, +D+0.5250E 0.0 k 1.054 k No Sliding OK Z-Z, +0.60D+0.70E 0.0 k 0.7806 k No Sliding OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.40D 0.01605 -Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D 0.01376 -Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D+0.50W 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D+0.50W 0.01376 -Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D+W 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D+W 0.01376 -Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +0.90D+W 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +0.90D+W 0.01032 -Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D+E 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +1.20D+E 0.01376 -Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +0.90D+E 0.0 +Z Top 0.2592 AsMin 0.30 11.672 OK X-X, +0.90D+E 0.01032 -Z Top 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.40D 0.04210 -X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.40D 0.04210 +X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D 0.03609 -X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D 0.03609 +X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D+0.50W 0.08261 -X Top 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D+0.50W 0.1555 +X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D+W 0.1124 -X Top 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D+W 0.3776 +X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +0.90D+W 0.08434 -X Top 0.2592 AsMin 0.30 11.672 OK Z-Z, +0.90D+W 0.4649 +X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D+E 0.1124 -X Top 0.2592 AsMin 0.30 11.672 OK Z-Z, +1.20D+E 0.3089 +X Bottom 0.2592 AsMin 0.30 11.672 OK Z-Z, +0.90D+E 0.08434 -X Top 0.2592 AsMin 0.30 11.672 OK Z-Z, +0.90D+E 0.3886 +X Bottom 0.2592 AsMin 0.30 11.672 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.20 0.20 0.18 0.00 0.20 75.00 0.00psipsipsipsipsipsi OK +1.20D 0.17 0.17 0.15 0.00 0.17 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50W 0.51 0.86 0.15 0.00 0.86 75.00 0.01psipsipsipsipsipsi OK +1.20D+W 0.54 2.41 0.15 0.00 2.41 75.00 0.03psipsipsipsipsipsi OK +0.90D+W 0.40 4.92 0.12 0.00 4.92 75.00 0.07psipsipsipsipsipsi OK +1.20D+E 0.54 1.86 0.15 0.00 1.86 75.00 0.02psipsipsipsipsipsi OK +0.90D+E 0.40 3.36 0.12 0.00 3.36 75.00 0.04psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 0.00 150.00 0 OKpsipsi +1.20D 0.00 150.00 0 OKpsipsi +1.20D+0.50W 0.00 150.00 0 OKpsipsi General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 10" Gate Jamb Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.20D+W 0.00 150.00 0 OKpsipsi +0.90D+W 0.00 150.00 0 OKpsipsi +1.20D+E 0.00 150.00 0 OKpsipsi +0.90D+E 0.00 150.00 0 OKpsipsi Freestanding Pilaster Design Project:Sheet No.: Project No.: By: 898 N. Fair Oaks Ave. Suite F Pasadena, CA 91103 Andalusia 58892 Marbella La Quinta, CA 22-081 IG General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 4'-0" High Pilaster Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 2.0 Analysis Settings 167.0 ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 145.0 =0.40Flexure=0.90 Shear = ValuesM 0.00180 1.333 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 2.750 ft Length parallel to Z-Z Axis = 2.750 ft Load location offset from footing center... ez : Prll to Z-Z Axis -8.5 in= in= =Pedestal dimensions... px : parallel to X-X Axis 16.0 in pz : parallel to Z-Z Axis 16.0 in Height == 1.0 in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =4 Number of Bars =4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.9460 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k0.1420 0.7570 V-z k 0.2840 M-xx = k-ft= k-ft 1.513 H = General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 4'-0" High Pilaster Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design PASS 1.743 Sliding - X-X 0.5299 k 0.9236 k +0.60D+0.70E PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9515 Soil Bearing 1.903 ksf 2.0 ksf +0.60D+0.70E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.139 Overturning - Z-Z 1.633 k-ft 1.860 k-ft +0.60D+0.70E PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.02783 Z Flexure (+X)0.3154 k-ft/ft 11.334 k-ft/ft +0.90D+E PASS 0.004824 Z Flexure (-X)0.05467 k-ft/ft 11.334 k-ft/ft +1.20D+E PASS 0.000212 X Flexure (+Z)0.002403 k-ft/ft 11.334 k-ft/ft +1.40D PASS 0.0 X Flexure (-Z)0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS n/a 1-way Shear (+X)0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS 0.002319 1-way Shear (+Z)0.1739 psi 75.0 psi +1.40D PASS n/a 1-way Shear (-Z)0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 1.576 psi 75.0 psi +1.40D Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.0 n/a0.4763 0.1199 n/a 0.238-3.321n/a X-X, +D+0.60W 2.0 n/a0.4763 0.1199 n/a 0.238-3.321n/a X-X, +D+0.450W 2.0 n/a0.4763 0.1199 n/a 0.238-3.321n/a X-X, +0.60D+0.60W 2.0 n/a0.2858 0.07194 n/a 0.143-3.321n/a X-X, +D+0.70E 2.0 n/a0.4763 0.1199 n/a 0.238-3.321n/a X-X, +D+0.5250E 2.0 n/a0.4763 0.1199 n/a 0.238-3.321n/a X-X, +0.60D+0.70E 2.0 n/a0.2858 0.07194 n/a 0.143-3.321n/a Z-Z, D Only 2.0 0.2981n/a n/a 0.2981 0.149n/a0.0 Z-Z, +D+0.60W 2.0 0.2231n/a n/a 0.3731 0.187n/a1.398 Z-Z, +D+0.450W 2.0 0.2418n/a n/a 0.3544 0.177n/a1.049 Z-Z, +0.60D+0.60W 2.0 0.1038n/a n/a 0.2539 0.127n/a2.330 Z-Z, +D+0.70E 2.0 0.0n/a n/a 0.8341 0.417n/a8.693 Z-Z, +D+0.5250E 2.0 0.0n/a n/a 0.6535 0.327n/a6.520 Z-Z, +0.60D+0.70E 2.0 0.0n/a n/a 1.903 0.952n/a14.488 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 2.430 k-ft Infinity OK X-X, +D+0.60W None 2.430 k-ft Infinity OK X-X, +D+0.450W None 2.430 k-ft Infinity OK X-X, +0.60D+0.60W None 1.458 k-ft Infinity OK X-X, +D+0.70E None 2.430 k-ft Infinity OK X-X, +D+0.5250E None 2.430 k-ft Infinity OK X-X, +0.60D+0.70E None 1.458 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+0.60W 0.2627 k-ft 3.10 k-ft 11.80 OK Z-Z, +D+0.450W 0.1970 k-ft 3.10 k-ft 15.733 OK Z-Z, +0.60D+0.60W 0.2627 k-ft 1.860 k-ft 7.080 OK Z-Z, +D+0.70E 1.633 k-ft 3.10 k-ft 1.898 OK Z-Z, +D+0.5250E 1.225 k-ft 3.10 k-ft 2.531 OK Z-Z, +0.60D+0.70E 1.633 k-ft 1.860 k-ft 1.139 OK General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 4'-0" High Pilaster Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.0 k 1.284 k No Sliding OK X-X, +D+0.60W 0.08520 k 1.284 k 15.074 OK X-X, +D+0.450W 0.06390 k 1.284 k 20.099 OK X-X, +0.60D+0.60W 0.08520 k 0.9236 k 10.841 OK X-X, +D+0.70E 0.5299 k 1.284 k 2.424 OK X-X, +D+0.5250E 0.3974 k 1.284 k 3.232 OK X-X, +0.60D+0.70E 0.5299 k 0.9236 k 1.743 OK Z-Z, D Only 0.0 k 1.284 k No Sliding OK Z-Z, +D+0.60W 0.0 k 1.284 k No Sliding OK Z-Z, +D+0.450W 0.0 k 1.284 k No Sliding OK Z-Z, +0.60D+0.60W 0.0 k 0.9236 k No Sliding OK Z-Z, +D+0.70E 0.0 k 1.284 k No Sliding OK Z-Z, +D+0.5250E 0.0 k 1.284 k No Sliding OK Z-Z, +0.60D+0.70E 0.0 k 0.9236 k No Sliding OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.002403 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.40D 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D 0.002060 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D+0.50W 0.002060 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D+0.50W 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D+W 0.002060 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D+W 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +0.90D+W 0.001545 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +0.90D+W 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D+E 0.002060 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +1.20D+E 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +0.90D+E 0.001545 +Z Top 0.2592 AsMin 0.2909 11.334 OK X-X, +0.90D+E 0.0 -Z Top 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.40D 0.04091 -X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.40D 0.04091 +X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D 0.03506 -X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D 0.03506 +X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D+0.50W 0.02194 -X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D+0.50W 0.04818 +X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D+W 0.008820 -X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D+W 0.06130 +X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +0.90D+W .0000550 -X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +0.90D+W 0.05254 +X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D+E 0.05467 -X Top 0.2592 AsMin 0.2909 11.334 OK Z-Z, +1.20D+E 0.2170 +X Bottom 0.2592 AsMin 0.2909 11.334 OK Z-Z, +0.90D+E 0.04101 -X Top 0.2592 AsMin 0.2909 11.334 OK Z-Z, +0.90D+E 0.3154 +X Bottom 0.2592 AsMin 0.2909 11.334 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.17 0.17 75.00 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.15 0.15 75.00 0.00psipsipsipsipsipsi OK +1.20D+0.50W 0.00 0.00 0.00 0.15 0.15 75.00 0.00psipsipsipsipsipsi OK +1.20D+W 0.00 0.00 0.00 0.15 0.15 75.00 0.00psipsipsipsipsipsi OK +0.90D+W 0.00 0.00 0.00 0.11 0.11 75.00 0.00psipsipsipsipsipsi OK +1.20D+E 0.00 0.00 0.00 0.15 0.15 75.00 0.00psipsipsipsipsipsi OK +0.90D+E 0.00 0.00 0.00 0.11 0.11 75.00 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 1.58 150.00 0.01051 OKpsipsi +1.20D 1.58 150.00 0.01051 OKpsipsi +1.20D+0.50W 1.58 150.00 0.01051 OKpsipsi General Footing LIC# : KW-06019219, Build:20.23.3.22 HUSAM GHANIM (c) ENERCALC INC 1983-2023 DESCRIPTION:Footing at 4'-0" High Pilaster Ghanim Structural Engineering 898 N. Fair Oaks Ave Suite F Pasadena, CA 91103 (323) 494-3208 www.ghanimse.com Project File: 23-081.ec6 Project Title:Andalusia Engineer:IG Project ID:23-081 Project Descr:Site Wall Design Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.20D+W 1.58 150.00 0.01051 OKpsipsi +0.90D+W 1.58 150.00 0.01051 OKpsipsi +1.20D+E 1.58 150.00 0.01051 OKpsipsi +0.90D+E 1.58 150.00 0.01051 OKpsipsi