The URL can be used to link to this page

Home My WebLink AboutPD 2019-0006; ABEDI MOGHADDAM FAMILY RESIDENCE; STRUCTURAL CALCULATIONS; 2020-02-12VEVELOPMENT GROUP INC. CONSULTING ENGINEERS STRUCTURAL CALCULATION Grading Retaining Walls Phone/F ax:(818)484-5650 Cell0 Ph.: (818)425°5587 E0 mail:vot@votdesign.net 1545 N Verdugo Rd Ste 104 Glendale CA 912()8.,2854 Abedi Moghaddam Family Residence 2670 ARGONAUTA ST. CARLSBAD,CA ENGINEER: VAROOZH TOROSSIAN RCE: 72013 EXP : 6/30/2020 DATE: 2/12/2020 VEVELOPNENT 2670 ARGONAUT A ST. CARLSBAD GROUP INC. Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 CONSULTING ENGINEERS Project Descr: 2 LEVEL SINGLE FAMILY HOUSE Printed: 10 MAY 2020, 10:16PM ile: Argonauta mal new loading .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 • • DESCRIPTION: WALL-1 & Wall-4 Landscaping retaining wall H up to =3'-6" I Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 3.50 ft 0.00 ft 0.00 : 1 10.00in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in 2.12 OK 2.26 OK 901 lbs 4.61 in Soil Pressure@Toe = 974 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored@Toe 1,169 psf ACI Factored@ Heel = 0 psf Footing Shear@ Toe = 4.4 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force 295.6 lbs less 100% Passive Force --354.2 lbs less 100% Friction Force -• 318.fil lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 I Soil Data Allow Soil Bearing = 2,500.0 psf Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure 35.0 psf/ft 35.0 psf/ft 300.0 psf/ft Soil Density, Heel Soil Density, Toe = 120.00 pd 120.00 pct 0.350 Friction Coeff btwn Fig & Soil = Soil height to ignore for passive pressure = · 12.00 in I Lateral Load Applied to Stem Lateral Load ... Height to Top ... Height to Bottom Wind on Exposed Stem I Stem Construction Design Height Above Ftg Wall Material Above "Ht' Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB +fa/Fa Total Force@ Section Moment. ... Actual Moment.. ... Allowable Shear. .... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fy c Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 0.0 pit 0.90 ft 0.00 ft I Adjacent Footing Load Adjacent Footing Load . Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil 25.0 psf at Back of Wall Poisson's Ratio Top Stem Stem OK ft= 0.00 Masonry in= 6.00 = # 4 in= 16.00 User Spec 0.365 lbs= 202.2 ft-I= 246.7 ft-I= 676.6 psi= 5.6 psi= 38.7 psf = 63,0 in = 3.00 in= 24.00 in= 8.40 in= 8.40 psi= 1,500 psi= 24,000 Yes = 21.48 = 1.000 in= 5.60 3 = ASD = 0.0 lbs = 1.00 ft = 0.00 in = 0.00 ft Line Load = 0.0 ft = 0.300 ..... l!IIVEVELOPMENP 2670 ARGONAUT A ST. CARLSBAD GROUP INC. CONSULTING ENGINEERS Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 Project Descr:2 LEVEL SINGLE FAMILY HOUSE Printed: 10 MAY 2020, 10:16PM File: Argonauta fin a new loading .ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 • • DESCRIPTION: WALL-1 & Wall-4 Landscaping retaining wall H up to =3'-6" I Footing Dimensions & Strengths I Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 1 25 Factored Pressure = 1,169 0 psf Total Footing Width 2.00 Mu': Upward = 377 0 ft-lb Footing Thickness = 12.00 in Mu' : Downward = 113 260 ft-lb Mu: Design = 264 260 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 4.40 4.46 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = # 4@ 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4@ 16.00 in Footing Concrete Density = 145.00 pcf Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-lb Heel Active Pressure = 354.4 1.50 531.6 Soil Over Heel = Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure -58.8 0.61 -35.9 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = 4.50 Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Total 295.6 O.T.M. = 495.6 Earth@Stem Transitions = Footing Weight = Resisting/Overturning Ratio = 2.12 Key Weight = Vertical Loads used for Soil Pressure = 900.5 lbs Vert. Component = ..... RESISTING ..... Force Distance lbs ft 315.0 1.63 75.0 0.38 220.5 290.0 1.00 1.00 Moment ft-lb 511.9 28.1 220.5 290.0 Total= 900.5 lbs R.M. = 1,050.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 6.in Mas w/ #4@ 16.in o/c Solid Grout #4@16.in H-ov-1-z:.-Tff, @Toe Designer select C,. II' ---~'----!,_., 1'-3" #4@16.in @l-ieel all horiz. reinf. ~-.i--4--~ 3'-6" 3'-6" 2" 1'·0" 3" WAl..L-1 i(_ W.I\LL4 !alll-VEVELOPMENT 2670 ARGONAUT A ST. CARLSBAD GROUP INC. Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 CONSULTING ENGINEERS Project Descr:2 LEVEL SINGLE FAMILY HOUSE Printed: 10 MAY 2020, 10:09PM File: Argonauta final new loa ing.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 • • DESCRIPTION: WALL-2 and 2A Landscaping retaining wall H 3' to 5' /surcharge load is load like planter or tree, axil dl=60 as patio I Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 5.00 ft 0.00 ft 0.00: 1 6.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning 60.0 lbs 0.0 lbs 0.0 in 1.71 OK I Soil Data Allow Soil Bearing = 2,500.0 psf Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure = Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Fig & Soil = Soil height to ignore for passive pressure = I Lateral Load Applied to Stem Lateral Load = ... Height to Top = ... Height to Bottom = Wind on Exposed Stem = I Stem Construction 35.0 psf/ft 35.0 psf/ft 300.0 psf/ft 120.00 pcf 120.00 pcf 0.350 6.00 in I Adjacent Footing Load 0.0 plf 0.00 ft 0.00 ft 27.0 psf Top Stem Stem OK ft= 0.00 = Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 lbs 0.00 ft 0.00 in 0.00ft Line Load 0.0 ft 0.300 Sliding 1.48 Ratio < 1.5! Design Height Above Ftg Wall Material Above "Ht" Thickness Masonry in= 8.00 Total Bearing Load .. .resultant ecc. 1,523 lbs 7.48 in Soil Pressure@Toe = 1,618 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored@Toe = 1,941 psf ACI Factored@ Heel O psf Footing Shear@Toe 8.5 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used} Lateral Sliding Force = 616.9 lbs less 100% Passive Force --379.2 lbs less 100% Friction Force -• 53B.G lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = 13.1 lbs NG Load Factors Dead Load Live Load Earth, H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1,000 Rebar Size = # 5 Rebar Spacing in= 8.00 Rebar Placed at Edge Design Data ----------------------- fb/FB + fa/Fa Total Force @ Section Moment. ... Actual Moment.. ... Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing = lbs= ft-I= ft-I= psi= psi= psf = in= in= in= in= 0.308 433.1 728.4 2,495.7 6.9 38.7 84.0 5.25 30.00 10.50 10.50 Masonry Data ----------------------- fm · psi= 1,500 Fye Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= = = in = = = 24,000 Yes 21.48 1.000 7.60 3 ASD -.ll'l!!IVEVELOPMENT 2670 ARGONAUT A ST. CARLSBAD GROUP INC. CONSULTING Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 Project Descr:2 LEVEL SINGLE FAMILY HOUSE ENGINEERS Printed: 10 MAY 2020, 10:09PM Cantilevered Retaining Wall File: Argonauta final new loading .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20,3.25 ••• t • • DESCRIPTION: WALL-2 and 2A Landscaping retaining wi\1 H 3' to 5' /surcharge load is load like planter or tree, axil dl=60 as patio I Footing Dimensions & Strengths I I Footing Design Results I Toe Width = 0.92 ft Toe Heel Heel Width = 158 Factored Pressure = 1,941 0 psf Total Footing Width = 2.50 Mu': Upward = 921 0 ft-lb Footing Thickness = 14.00 in Mu': Downward = 166 546 ft-lb Mu: Design = 756 546 ft-lb Key Width = 0.00 in Actual 1-Way Shear 8.46 6.18 psi Key Depth 0.00 in = = Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.92 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150,00 pct Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft;lb Heel Active Pressure 665.5 2.06 1,367.9 Soil Over Heel = Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -48.6 0.56 -27.0 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load Adjacent Footing Load Axial Dead Load on Stem = Added Lateral Load Load @ Stem Above Soil = 6.17 Total 616.9 0.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.71 1,523.0 lbs 1,340.9 * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth@ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total= ..... RESISTING ..... Force Distance Moment lbs ft ft-lb 550.3 2.04 1,123.9 60.0 1.25 75.0 55.0 0.46 25.2 420.0 1.25 525.2 437.7 1.25 547.3 0.92 1,523.0 lbs R.M.= 2,296.7 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 8.in Mas . wl #5 @ 8.in o/c Solid Grout 6" ~4ci>~ 1~i .W.W., @Toe #4@16.in @Heel 5'-0" 5'-0" 1'-2" 3" 2'-6" VEVELOPMENT 2670 ARGONAUT A ST. CARLSBAD GROUP INC. Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSS.IAN Project ID: 02-2018 . CONSULTING ENGINEERS Cantilevered Retaining Wall 1.1 I Project Descr: 2 LEVEL SINGLE FAMILY HOUSE Printed: 10 MAY 2020, 10:15PM ile: Argonauta mal new loa ing.e Software copyright ENERCALC, INC. 1983--2020, Build:12.20.3.25 • • DESCRIPTION: WALL-3 -POOL SIDE retaining wall-NG ELEV. 490-TOP OF COPING 495.60'-MIN 18" LANDSCAPING SOIL, H =7' I Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 7.00 ft 0.00 ft 0.00: 1 18.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Surcharge Loads Surcharge Over Heel = 60.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 70.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 100.0 lbs 100.0 lbs 0.0 in I Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Soil Density, Heel = Soil Density, Toe = 35.0 psf/ft 35.0 psf/ft 300.0 psf/ft 120.00 pcf 120.00 pcf 0.350 Friction Coeff btwn Ftg & Soil = Soil height to ignore for passive pressure = 12.00 in I Lateral Load Applied to Stem Lateral Load ... Height to Top ... Height to Bottom Wind on Exposed Stem = 65.0 plf 7.00 ft 0.00 ft 24.0 psf Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Adjacent Footing Load Adjacent Footing Load = 390.0 lbs Footing Width = 1.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 3.00ft Footing Type Line Load Base Above/Below Soil = -6.0 ft at Back of Wall Poisson's Ratio -0.300 VEVELOPi\fENT 2670 ARGONAUT A ST. CARLSBAD GROUP INC. Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 CONSULTING ENGINEERS Cantilevered Retaining Wall 1,1 I Project Descr:2 LEVEL.SINGLE FAMILY HOUSE Printed: 10 MAY 2020, 10:15PM File: Argonauta final new loading.e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 • • DESCRIPTION: WALL-3-POOL SIDE retaining wall-NG ELEV. 490-TOP OF COPING 495.60'-MIN 18" LANDSCAPING SOIL, H =7' I Design Summary Wall Stability Ratios Overturning = 2.29 OK Sliding = 2.77 OK Total Bearing Load = 4,264 lbs .. .resultant ecc. = 9.56 in Soil Pressure@ Toe = 1,668 psf OK Soil Pressure @ Heel = 37 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored@Toe 1,978 psf ACI Factored@ Heel = 44 psf Footing Shear@ Toe = 14.5 psi OK Footing Shear @ Heel = 22.5 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used} Lateral Sliding Force 1,570.6 lbs less 100% Passive Force --2,887.5 lbs less 100% Friction Force -. 1,457.4 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 : 1 Stability 0.0 lbs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic, E 1.000 I Footing Dimensions & Strengths Toe Width 2.00 ft Heel Width = 3QQ Total Footing Width = 5.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% 0.0018 Cover@Top 2.00 @Btm.= 3.00 in I Stem Construction Top Stem Stem OK Design Height Above Ftg ft= 4.67 2nd 3rd Stem OK Bar Lap/Emb 2.00 0.00 Wall Material Above 'Ht" = Masonry Masonry Concrete Thickness in= . 8.00 12.00 12.00 Rebar Size = # 5 # 6 # 6 Rebar Spacing in= 8.00 8.00 8.00 Rebar Placed at = Design Data Edge Edge Edge fb/FB + fa/Fa = 0.131 0.272 0.211 Total Force @ Section lbs= 287.2 850.0 1,911.8 Moment. ... Actual ft-I= 297.7 1,760.4 5,411.6 Moment.. ... Allowable ft-I= 2,495.7 6,915.5 25,695.0 Shear ..... Actual psi= 4.6 7.9 16.6 Shear ..... Allowable psi= 38.7 38.7 67.1 Wall Weight psf = 84.0 133.0 150.0 Rebar Depth 'd' in= 5.25 9.00 9.63 Lap splice if above in= 30.00 36.00 31.39 Lap splice if below in= 30.00 31.39 12.60 Hook embed into footing in= Masonry Data fm psi= 1,500 1,500 1,500 Fy c psi= 24,000 60,000 Solid Grouting Yes Yes Yes Modular Ratio 'n' 21.48 21.48 11.38 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 7.60 11.60 12.00 Masonry Block Type = 3 Masonry Design Method = ASD Concrete Data fc psi= 2,500.0 2,000.0 Fy psi= I Footing Design Results Toe Heel Factored Pressure = 1,978 44 psf Mu': Upward = 3,441 0 ft-lb Mu' : Downward = 1,016 2,568 ft-lb Mu: Design = 2,425 2,568 ft-lb Actual 1-Way Shear = 14.55 22.53 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5@12.00in Heel Reinforcing = # 5@ 12.00 in Key Reinforcing = # 5@ 18.00 in Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@20.50 in, #6@29.00 in, #7@39.25 in, #8@48.25 in, #9@4 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6@27.25 in, #7@37.25 in, .... ,.VEVEWPMENT 2670 ARGONAUT A ST. CARLSBAD GROUP INC. CONSULTING ENGINEERS Cantilevered Retaining Wall 1,1 I Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 Project Descr:2 LEVEL SINGLE FAMILY HOUSE Printed: 10 MAY 2020, 10:15PM File: Argonauta final new loading .e Software copyright ENERCALC, INC. 1983-2020, Build:12.20.3.25 • • DESCRIPTION: WALL-3 -POOL SIDE retaining wall-NG ELEV. 490-TOP OF COPING 495.60'-MIN 18" LANDSCAPING SOIL, H =7' I· Summa~ of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-lb Heel Active Pressure = 1,120.0 2.67 2,986.7 Surcharge over Heel = 140.0 4.00 560.0 Toe Active Pressure = -109.4 0.83 -91.1 Surcharge Over Toe -51 .0 1.25 -63.8 Adjacent Footing Load = 16.0 0.42 6.7 Added Lateral Load = 455.0 4.50 2,047.5 Load @ Stem Above Soil = 8.00 Total = 1,570.6 0.T.M. = 5.445.9 Resisting/Overturning Ratio = · 2.29 Vertical Loads used for Soil Pressure = 4,264.0 lbs . .... RESISTING ..... Force Distance Moment lbs ft ft-lb Soil Over Heel = 1,680.0 4.00 6,720.0 Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = 30.0 4.83 145.0 Axial Dead Load on Stem = 100.0 2.50 250.0 * Axial Live Load on Stem = 100.0 2.50 250.0 Soil Over Toe = 360.0 1.00 . 360.0 Surcharge Over Toe = Stem Weight(s) = 850.8 2.46 2,094.5 Earth@ Stem Transitions 93.2 2.83 264.1 Footing Weight 750.0 2.50 1,875.0 Key Weight = 300.0 2.50 750.0 Vert. Component = Total= 4,164.0 lbs R.M. = 12,458.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 1'-6" 8.in Mas yv/ #5 @ 8.in o/c Solid Grout 12.in Mas w/ #6@8.in o/c Solid Grout 12.in Cone w/ #6@8.in o/c • #5@12.in Lort~ 1$,~z.. @Toe ~signer select #5@12.in~11 horiz. reinf. @Heel 2'-0" 2'-0" 2'-4" 2'-8" 7'-0" 7'-0" 2'-0" 2 1/2" -~6-;;J~''o~ 2" • 1'-0" 0 3" 2'-0" 2'-0" 3'-0" 5'-0" •·