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HomeMy WebLinkAboutS2021-0210 - CalcsDEJ Structural Consulting Inc. 470 Wald Irvine, Ca 926218 Tel: (949) 497-6810 PROJECT: DESIGNER: CODE: Project: California Building Code 2019 Edition. MATERIAL REQUIREMENTS: Concrete Normal Weight, use fc=2,500psi for design. S2o21-b21 *Z1 IVY010+ Job #: Engineer:._. Date: Sheet Masonry ASTM C-90, Medium weight unit=78psf, fm'=I500psi. SE11 2 Grout fc'-2,000psi, Mortar type M. Reinforcing Steel ASTM A615, Grade 40 for #3, Grade 60 for #4 and larger. Structural Steel ASTM A36(Fy=36,000psi), or ASTM A992(F•y=50,000psi.) Structural Steel Pipe ASTM A53, Grade B, Fy=35,000psi. Structural Steel Tube ASTM A500, Grade B. Fy=46,000psi. Sawn Timber Douglas Fir Larch -#2 or Better. 0071 Glued -laminated Timber Douglas Fir Combination 24F -V4 for regular & 24F -V8 for cantilever. Palallam Parallel Strand Lumber PSL, 2.013, Fv=290psi, Fb=2900psi (ICC -ESR 1387) Plywood Foundation DESIGNED LOADS: Roof. & 6q~{Jq*f'1ES Roofing ( CW(!,) Plywood sheathing Framing Misc. Dead loads Ceiling i Dead loads Live load Framing Ceiling drywall Misc. loads Live load U.S. Product Standard PS 1-09, Structural 1 -Exposure 1. Based on Allowable bearing pressure = J G00 psf. per 4f. ,o BUILDING DIVISION Roof(1 /12 min) Ceiling only SE11 2 4.0 psf .... psf o 2,o?'� 1.5 ---- 3.0 2.5 1.5 1.5 B1° E.S. = 1000 psf 4.0 psf = 3.0 psf 2.0 psf. = 13.0 psf 6.0 psf = 20.0 psf 10.0 psf (Omit when With ro pROS; .0 psf 299k- .sf ( 2.0 _0 2-0 rIVOC ((;2.o .0 psf 40.0 psf Exterior wall with one side stucco and drywall opposite side = 16.0 psf Interior wall with both side drywall = 10.0 psf DE) Structural Consulting Inc. 470 WAW. Irvine, Ca 92618 TeL(949)497-6810 1'mlect: ALLOWABLE STRESS FOR 2X MEMBERc: Job Date: - Shett4 of DOUGLAS FIR -LARCH --- Ch=1.0; Cm=1.0 (WET USE =< 19%); Cr=1.0 STRESS GRADE #2: Fv=180psi; Fb=875pss; E=1.6x10^6psi SIZE Cf V {#) 1.25*V(#) M {#") 1.25*M(K") I (IN^4) 2X4 1.5 630 788 4.02 5.02 5.4 2X6 1.3 990 1238 8.60 10.75 20.8 2X8 1.2 1305 1631 13.80 17.25 47.6 2X10 1.1 1665 2081 20.59 25.73 98.9 2X12 1.0 2025 2531 27.69 34.61 178.0 2X14 0.91 2385 1 2981 34.56 43.20 290.81 STRESS GRADE #1: Fv=180psi; Fb=1000psi; E=1.7x10^6psi SIZE Cf V (#) 1.25*V(#) M (#") 1.25*M(K") I (IN`'4) 2X4 1.5 630 788 4.59 5.74 5.4 2X6 1.3 990 1238 9.83 __72.29 20.8 2X8 1.2 1305 1631 15.77 19.71 47.6 2X.10 1.1 1665 2081 23.53 29.41 98.9 2X12 1 1.0 2025 1 2531 1 31.64 39.55 178.0 2X14 1 0.91 2385 1 2981 39.50 449738--T290.8 REPETITIVE: Cr=1.15 M (#") 1.25*M(K") 4.62 5.77 9.89 12.37 15.87 19.83 23.67 29.60 31.84 39.80 39.74 49.69 I REPETITIVE: Cr=1.15 M (#") 1.25*M(K") 5.28 6.60 11.31 14.13 18.13 22.67 27.06 33.82 36.39 I 45.48 45.43 56.78 V=Fv*A/1.5; M=Fb*Cf*(bt^2/6); LOAD DURATION FACTOR ® ROOF(LDF)=1.25 IN CALCULATION, THE IIS BASED ON 8=L/240, UNLESS NOTED OTHERWISE. DEJ Structural Consulting Inc. *70 WAW. Irvine. Ca 92618 "reC(949)497-6810 Project: ALLOWABLE STRESS FOR BEAMS AND HEADERS: Job #: _ Engineer:__ Date; Sbeet#: of DOUGLAS FIR -LARCH --- Ch=1.0; Cm=1.0 (WET USE =< 19%); Cr=1.0 STRESS GRADE #1: Fv=180psi; Fb=1000psi; E=1,7xi0^6psi SIZE Cf V (#) 1.25*V(#) M (#") 1.25*M(K") I (IN -4) 04 1.5 1470 1838 10.65 13.31 12.5 4X6 1.3 2310 2888 22.80 28.50 48.5 4X8 1.3 3045 3806 39.80 49.70 111.1 4X10 1.2 3885 4856 59.90 74.80 230.8 4X12 1.11 4725 5906 81.20 101.5 415.3 014 1.01 5565 1 6956 102.4 128.0 678.5 4X16 1.01 6405 8006 135.7 169.6 1034.4 STRESS GRADE #1: Fv=170psi; Fb=1350psi; E=1.6x10" 6psi SIZE Cf V (#) 1.25*V(#) M (#") 1.25*M(K") I (IN^4) 6X6 1.0 3428 4285 37.40 46.70 76.3 6X8 1.0 4675 5844 69.60 87,00 193.4 6X10 1.0 5922 7402 111.6 139.5 393.0 6X12 1.0 7168 8961 163.7 204.5 697.1 6X14 10.981 8415 10519 1 222.6 278.3 1127.7 6X16 10.971 9662 1 12077 1 289.0 1 3612 1706.8 SIZE Cf V (#) 1.25*V(#) M (#") 1.25*M(K") I (IN" 4) 8X8 1.0 6375 7969 94.90 118.6 263.7 8X10 1.0 8075 10094 152.3 190.4 535.9 8X12 1.0 9775 12219 223.1 278.9 950.6 8X14 0.98 11475 14344 303.5 379.3 1537.7 8X16 0,971 13175 16469 1 394.0 492.5 2327.4 GRADE #2: Fb=875psi M (#") 1.25*M(K") 9.32 11.65 19.95 24.94 34.83 43.53 52.41 65.52 71.05 88.81 89.60 112.0 118.7 148.4 SELECT STRUCTURE Fb=1600psi M (#") 1.25*M(K") 44.40 55.50 82.50 103.1 132.4 165.5 194.0 242.5 263.8 329.8 342.5 428.1 M (#") 1.25*M(K") 112.5 140.6 180.5 225.6 264.5 330.6 359.7 449.7 467.0 583.8 V=Fv*A/1.5; M=Fb*Cf*(bt"2/6); LOAD DURATION FACTOR 0 ROOF(LDF)=1.25 IN CALCULATION, THE IRIS BASED ON 0=L/240, UNLESS NOTED OTHERWISE. 21 Harcourt, Newport Coast, CA 92657, USA Latitude, Longitude: 33.6192516,-117.8402551 Ridge%, J,ccpO�es PO aaQ� Pa Go. gle Date Design Code Reference Document Risk Category Site Class Darden Ozll9 8/30/2021, 3:02:29 PM ASCE7.16 it D - Default (See Section 11.4.3) OSH PD 4/,�- Map data 02021 Type Value Description Ss 1.296 MCER ground motion. (for 0.2 second period) S, 0.461 MCER ground motion. (for 1.0s period) SMs 1.555 Site -modified spectral acceleration value SmI null See Section 11.4.8 Site -modified spectral acceleration value SDS 1.037 Numeric seismic design value at 0.2 second SA SDI null See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type SDC Value null -See Section 11.4.8 Description Seismic design category Ij :r, 6) (''C;j (/5 Fa 1.2 Site amplification factor at 0.2 second dlr��ii /4a,.`�r.o1/��'}' Fv null See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.558 MCER peak ground acceleration FPGA 1.2 Siteamplification factor at PGA PGAM 0.67 Site modified peakground acceleration TL 8 Long -period transition period In seconds SsRT 1.296 Probabilistic rWtargeted ground motion. (0.2 second) SsUH 1.408 Factored unifonn-hazard (2% probability of exceedance in 50 years) spectral acceleration SeD 2.599 Factored deterministic acceleration value. (0.2 second) S1 RT 0.461 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.497 Factored uniform -hazard (2% probability of exceedence in 50 years) spectral acceleration. SID 0.831 Factored deterministic acceleration value. (1.0 second) DEJ Structural Consulting Inc. 470 Wald Irvine, Ca 92618 Tel:(949) 497-6810 Pfnf_" Job #: Engineer: Date: Sheet#: P7 of I'�T! Nta,�lit ¢te �> tvWv Ne 6W , 74ae DEJ Structural Consulting Inc. 470 Wald Irvine, Ca 92618 Tef:(9,19) 197-6910 4" Project: Job Date: I Sheet P.: (,o f 0i ��.0- VY)101— �Y 47 ov�vzfrx--J4 -- r 919U rvpp:ro; tl�A VV,, N DEJ Structural Consulting Inc. 470 Wald Irvine, Ca 92618 Tel:(949) 407-6810 Project: Uate: I Sheet b: _nf V5 i° N i L*� ww mmd ;o y 7 A [-7' mal Lr5j - 2E7 1I -motet W2 �ih�r Imo DEJ Structural Consulting Inc. 470 Wald Irvine, Ca 92518 TeC(949)497-6810 Project: Job k: Engineer. ___._ Date: Sheet!!: nt Lf MIN . DEJ Structural Consulting, inc Project Title: Engineer: Project ID: Project Descr: Pole Footing Embedded in Soil KW -06014073 DESCRIPTION: FOOTING FOR CURVED POST Code References Calculations per IBC 2012 1807.3, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-16 General Information — --------------------------- Pole Footing Shape Circular Pole Footing Diameter. .......... 24.0 In Calculate Min. Depth for Allowable Pressures No Lateral Restraint al Ground Surface Allow Passive .................. 267.0 Pd Max Passive ................... 0.0 psf Point Load Controlling Values Governing Load Combination: a0,60W Lateral Load 0.7050 k Moment 5.337 k -ft NO Ground Surface Restraint Pressures at 113 Depth Actual 440.650 pal Allowable 442,859 Pat Minimum Required Depth 5.0 ft Lateral Diatdbuled Loads (kit) Vertical Load (k) Footing Base Area 3.142 fM2 Maximum Soil Pressure 0.0 ksf Applied Loads Printed: 31 AUG 2021, 4A9PM bE7.eC8- .C, INC. 19832020, Build 12,20,8.24 estrai�lt Lateral Concentrated Load (k) BOTTOM of Load above ground surface Lateral Diatdbuled Loads (kit) Vertical Load (k) D: Dead Load it Wit k Lr: Roof Live k k/tt k L: Live k Wit k S: Snow it kill k W: Wind 1.175 k Wit k E: Earthquake it kilt it H : Lateral Earth k kilt k Load distance above 0.0 TOP of Load above ground surface 1.000 ground surface 7.570 It ft 440.6 BOTTOM of Load above ground surface it Load Combination Results Forces @ Ground Surface Required Pressure at 113 Depth Sol[ Increase Load Combination Loads -(k). Moments -(0) Depth - (ft) Actual -(psQ Allow -(psQ Factor 0.000 0.000 0.13 0.0 0.0 1.000 ASOW 0.705 5.337 5.00 440.6 442.9 1.000 -0.60W 0.705 5.337 5.00 440.6 442.9 1.000 +0.450W 0.529 4.003 4.50 396.1 396.5 1.000 -0.450W 0.529 4.003 4.50 396.1 396.5 1.000 DEJ Structural Consulting, inc Project Title: Engineer: Project ID: Project Descr. Printed 30 AUG 2021, 11. 15PM Cantilevered RetainingWall �FDE�-r _ Software copyright ENERCALC, INC. 1983-2020, Buildd2.20.8.24 6' TH. FENCE WALL Criteria_ -_--- Retained Height = 0.67 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 8,00 in Water height over heel = 0.0 ft Vertical component of active 6.0 psi OK Lateral soil pressure options: 2.2 psi OK NOT USED for Soil Pressure. 75.0 psi NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. ----------------------------------------- _Surcharge Loads_ less 100% Passive Force = Surcharrg9e Over Heel - 0.0 psf Used TO Resist Sliding & Overturning Added Force Req'd = Surcharge Over Toe = 0.0 psf Used for Sliding& Oveduming_....... _ Axial Load Applied to Stem__ - Axial Dead Load 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = - - ----------- 0.0 in ---- --- DesignSumni Shear..... Allowable Wall Stability Rados 38.7 Overturning = 1.77 OK Sliding = 2.57 OK Total Bearing Load = 917 lbs ...resultant ecc. = 8.47 in Soil Pressure @ Toe = 1,124 psfOK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI FactoredToe = 11349 psf ACI Factored @ia Heel = 0 psf Footing Shear @ Toe 6.0 psi OK Footing Shear @ Heel = 2.2 psi OK Allowable = 75.0 psi Sliding Cates (Vertical Component NOT Used Lateral Sliding Force 187.8 lbs less 100% Passive Force = - 252.8 lbs less 100% Friction Force = 220.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 lbs OK Soil Data _ __Top_slem_ Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method 0.00 ft Heel Active Pressure = 40.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pCf Sol[ Density, Toe = 110.00 pcf Friction Coeff bhvn Fig & Soil = 0.250 Soil height to ignore = for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top 0.00 ft -Height to Bottom = 0.00 It Wind on Exposed Stem = 22.0 psf Calculadons per Act 318-11, AC1530.11, IBC 2012, CBC 2013, ASCE 7.10 Adjacent Footing Load __Top_slem_ Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 it Footing Type Une Load Base Aboveftow Soil = 0.0 it at Back of Wall Rebar Spacing Poisson's Ratio = 0.300 Stem Construction __Top_slem_ Modular Ratlo'n' = 21.48 Deslan Height Above Ftg ft= Stem OK 0.00 Wall Material Above'Ht' = Masonry Thickness in= 8.00 Rebar Size = # 4 Rebar Spacing in = 24.00 Rebar Placed at = Center Design Data-------- fb/FB+falFa - 0.711 Total Force cOSection Ibs= 141.0 Moment.... Actual ft -I = 486.4 Moment..... Allowable ft -1= 683.8 Shear..... Actual psi= 3.1 Shear..... Allowable psi= 38.7 Wall Weight psf = 61.0 Rebar Depth 'd' in = 3.75 Lap splice if above in = 24.00 Lap splice if below in = 8.40 Hook embed into footing in = 8.40 Masonry Data --------.__...-- fm psi= 1,500 Fy i psi = 24,000 Solid Grouting = No Load Factors ---------- Dead Load - - --- 1200 Modular Ratlo'n' = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth, H 1.600 Equiv. Solid Thick. in= 5.20 Masonry Block Type = 3 Wind, W 1.600 Masonry Design Method = ASD Seismic, E 1.000 DEJ Structural Consulting, Inc Project Title: Engineer: ✓ Project ID: Project Descr: I Cantilevered Retaining Wall 6TH. FENCE WALL Footing Dimensions & Strengths Toe Width = 0.92 It Heel Width = _ -A.511- Total Footing Width = 2.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It Pc = 2,500_psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As % = 0.0018 Cover @ Top 2.00 @ Slm. 3.00 in Footing. Design Results Tae Heel Factored Pressure = 1,349 0 psi Mu': Upward = 616 0 ft -lb Mu': Downward = 157 157 ft -Ib Mu: Design = 459 157 ft -Ib Actual 1 -Way Shear = 6.04 2.16 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Soil Over Heel = Heel Reinforcing = None Spec'd Surcharge over Heel = Key Reinforcing = NoneSpec'd Sloped Soil Over Heel = Other Acceptable Sizes & Spacings Toe Active Pressure = Toe: Not req'd, Mu < S ` Fr Surcharge Over Heel = Heel: Not req'd, Mu < S ` Fr Surcharge Over Toe = Key: No key defined Adjacent Footing Load = Primed: 30 AUG 2021, 11:15PM INC. 19D2020. Build: 12.20.8.24 Summary of Overturning & Resistt Forces & Moments__ .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs it ft -Ib -lbs It ft -Ib Heel Active Pressure = 55.8 0.56 31.0 Soil Over Heel = 67.5 2.04 137.9 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.56 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 = 132.0 4.67 616.4 Soil Over Toe = 67.2 0.46 30.8 Surcharge Over Toe = Stem Weight(s) = 406.9 1.25 508.5 Earth @ Stem Transitions = Total 187.8 O.T.M. = 647.5 Footing Weight = 374.9 1.25 468,5 Resisting[Overtuming Ratio = 1.77 Key Weight = Vertical Loads used for Soil Pressure = 916.5 lbs Vert. Component = Total= 916,5 His R.M.= 1,145.6 `Axial live load NOT included in TIM displayed or used for overturning resistance, but is included for sol pressrecalculation. A in Maa w/ 4d 0'?A in n/n e1 - #0@18.in 0.8" )/s @Toe Designer select #0@18.in11" 1'-T• all horiz. reinf. 4—��------�► @ Heel 2,.6„ DEJ Structural Consulting, inc Cantilevered Retaining Wall DESCRIPTION: 2' RETAINING WALL Criteria - Retained Height Height = 2.00 ft Wall height above soil = 0.00 it Slope Behind Wall = 0.00:1 Height of Soll over Toe = 6.00 in Water height over heel = 0.0 It Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Wall Stability Rados Overturning = 2.08 OK Sliding = 1.74 OK Total Bearing Load = 450 Ibs ... resultant ecc. = 3.81 in Soil Pressure @ Toe = 693 pst OK Soil Pressure @ Heel = 0 p OK Allowable = 1,500 p Soil Pressure Less Than Allowable ACI Factored@ Toe = 831 psf ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 1.8 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 180.0 lbs less 100% Passive Force = - 200.0 Ibs less 100% Friction Force = - 110.0 Ibs Added Force Req'd OA Ibs OK ....for 1.5:1 Stability 0.0 Ibs OK Load Factors ------ ---- -- Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer: Project ID: Project Descr: Soil Data ---------------------------- Allow Soil Bearing = 1,500.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 40.0 psf/f Toe Active Pressure = 0.0 Paw Passive Pressure = 200.0 psf/f Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Fig & Soil = 0.250 Soil height to ignore for passive pressure = 6.00 in Stem Construction _ -_ Ted Design Height Above Ftg ft = Wall Material Above'Ht' = M Thickness in = Rebar Size = Rebar Spacing in Rebar Placed at = Design Data - --- -- - fb/FB+fa/Fa - Total Force @ Section Ibs = Moment.... Actual ft -1= Moment..... Allowable ft -1= Shear..... Actual psi = Shear..... Allowable psi= Wall Weight psf = Rebar Depth 'd' in= Lap splice If above in = Lap splice If below in = Hook embed Into footing In = Masonry Data ---------- fm PSI= Fy c psi = Solid Grouting = Stem Stem OK 0.00 asonry 8.00 k 4 48.00 Center 0.152 80.0 53.3 350.5 1.8 36.7 55.0 3.75 24.00 8.40 8.40 1,500 24,000 No Modular Ratio'n' = 21.48 Short Term Factor 1.000 Equiv. Solid Thick. in= 4.60 Masonry Block Type = 3 Masonry Design Method = ASD Printed 30 AUG 2021, 10 52P 19&12020, Build:12.20.8.24 Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7.10 DEJ Structural Consulting, inc Cantilevered Retaining Wall DESCRIPTION: 2' RETAINING WALL ------------------------------ Footing Dimensions & Strengths Toe Width = 0.42 ft Heel Width Factored Pressure = Total Footing Width = 1.50 Footing Thickness = 12.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe 0.00 it fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Min. As% - 0.0018 Cover @ Top 2.00 @Bim = 3.00 in Project Title: Engineer: Project ID: Project Descr: Footing Design Results 30 AUG 2021, 1052PM 19832020, eulld:12.20.e.24 Summaryof Overturninr�& Resist ---- incZForces & Moments -- - ----- ---- - -- -- - -- - .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Rem_ lbs It -_ ft -lb lbs ft _ ft -Ib _ _ Heel Active Pressure = 180.0 1.00 180.0 Soil Over Heel = 91.7 1.29 118.5 Surcharge over Heel Sloped Soil Over Heel = Toe Active Pressure = 0.50 Surcharge Over Heel = Surchar a Over Toe = Adjacent Footing Load = 9 Adjacent Footing Load = Toe Heel Factored Pressure = 831 0 ppsf Mu': Upward = 120 0 ft -lb Mu': Downward = 42 76 ft -Ib Mu: Design = 78 76 ft4b Actual 1 -Way Shear = 1.76 1.62 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd = 225.1 0.75 Key Reinforcing None Spec'd Key Weight Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S' Fr Heel: Not req'd, Mu < S " Fr Total = be R.M.= Key: No key defined n •re but acoeo 30 AUG 2021, 1052PM 19832020, eulld:12.20.e.24 Summaryof Overturninr�& Resist ---- incZForces & Moments -- - ----- ---- - -- -- - -- - .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Rem_ lbs It -_ ft -lb lbs ft _ ft -Ib _ _ Heel Active Pressure = 180.0 1.00 180.0 Soil Over Heel = 91.7 1.29 118.5 Surcharge over Heel Sloped Soil Over Heel = Toe Active Pressure = 0.50 Surcharge Over Heel = Surchar a Over Toe = Adjacent Footing Load = 9 Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = Axial Live Load on Stem = Load @Stem Above Soil Soil Over Toe = 22.9 0.21 4.8 Surcharge Over Toe = Stem Weight(s) = 110.0 0.75 82.5 Earth @ Stem Transitions = Total = 180.0 O.T.M. = 180.0 Footing Weight = 225.1 0.75 168.8 ResisunglOvertuming Ratio 2.08 Key Weight = Vertical Loads used for Soil Pressure = 449.7 lbs Vert. Component Total = be R.M.= 374.6 n •re but acoeo D449.7 used for overturning pressure istalnce. is inc rorisoii callcu� 8.in Mas w/ #4 @ 48.in o/c 2--0" I 2'-0" I•]If #0@18.in @Toe Designer select'. #0@18.in all horiz. reinf. 5, j -a V-111 Im-, @ Heel 7'-8"