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BWFE2019-0236 Revision 1' ol��v �IGLi�.�W -- GEM nfrbr UFtil:kf PERMIT # W 6 V1 PLAN LOCATION: Project Address: 3 -zo �v,„��p' f�' /(� Project Description: Pool, Remodel, Add't, Elect, Plumb, Mech APN #: &7-- -20O - ©l U 0t' I�EVlSlo� — II A licant Name: PP A. C l l/ 1 , ,vs C (- C1 .�-- - - - ► T Address: 611 City, ST, Zip: Q J",�C� R 1T 7 Telephone: 7 (p 0 - 3 - l SZ- Email: ���"�!' S��'J KG �., Valuation of Project $ AJ Contractor Name: GtA New SFD Construction: Address: S _ 'W J�— Conditioned Space SF City, St, Zip L.-, • �.� C f'1 �/ Garage SF Telephone: 7( o . 3 _ L Patio/Porch SF Email: _;X Fire Sprinklers SF State Lic: City Bus Lic: Arch/EngName: IL,4/,,G��.-,,,, ( Construction Type: Occupancy: Address: `7-75 7C7 5 �; L� �� 5 Grading: /�� City, St, Zip .tl...�k�'� /'1 ZZt Telephone: -7bo _ 6 D _ cl -1 q 3 Bedrooms: Stories: # Units: Email: ee,-L.<a /'a 5V-vC_4-4/-C o State Lic: 64 7(at 3 City Bus Lic: Property Owner's Name: C �V „\jr.`� New Commercial / Tenant Improvements: Address: SZ 730 '!;)G( Total Building SF City, ST, Zip t' (� L,4 -1 ZZ; Construction Type: Occupancy: Telephone: Email: ✓1^�. �L �'h.< �L� �"'1 � .' � rim'+• 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 Rev - tove 9*.,o 4(3 ii w 6 GV'US17� 'NALI - L L L N21'.9'34'E 234,47' 7 a* m.q, CLIUSrEIVA L Wl STUCCO FINISH DIV 'pp IV SrL'CGO 'INIS, Z; PLO LU 6'-MAX HEIGHT mccl-u Fj 0 PER SITE SPECI 1.0 ElCI ENGINEERING L iF-MCCLURE COUATY. I 3,6'CHIJ SITE WALL H041E.V, LLCi WSTONI CLADDINGT O.W 980 6 j LOT588 a 0 w 9a5'-0 *WAV(N cl. j18 lei J^( 13-205 lLjM60l_D_ BLVD OLIMA CA,�2',153 AM 167,o0o10 IJ I E4 I k 4Z_ gwkr.� P-1 A 1p % k k a 00V A, RE SIGN- 6 1 . HEIGOT f YkT PER ITE Ur—C)FIevvr qj ENGI ERI_NGPAETER. ow low. 6. ------- - a w pS MIER 6 CNILl SITf W V-6, 6' J -P V" -IQ NYFI cAto J wsrONE '6161, %VkL LA QUINTA %W. ING DIVISION PECHVED I ��-E••r)REVIEWED FOR CODE DEC 18 2019 0 PLIANCE CITY OF LA QUINTA E I BY DESIG AND DEVELOPMENT DEPARTMENT -_LITE _PLA N C-i -- - - ------------ ,-..kv ARFA BREAKDOW Q 7�ovb -Boy,-A AREA TABULAMN z N A 3 Ai.1 U) Palm Desert Tel: 760-360-9998 STRUCTURAL ENGINEERING, INC. San Diego 0-99 3 Tel: 858-777-8650 ChALAND STRUCTURAL ENGINEERING Einail: Reza(a)rastructural.com www.Rastructural.com Designer: McClure Homes Date: October 25, 2016 Design by: R.A. JN: 1708130 Structural Calculation For McClure Homes At Lot 58B Madison 53-205 Humboldt Blvd. La Quinta, CA. 92253 Wcac �o `` C- N = z 4 � O (, v U LU O en Type Qf Project: Residential Custom Home 0 Revision47 (12/13/2019) &I-Fl-off: `' `.,?3 TY O�. M1.. k �iVINI BUILDING, DIVISION REVIEWED FOR CODE �F. REV I • jy! ri_fa!? 4I.0b*fI C I�''I' 77570 Springfield Lane, Ste D, Palm Desert CA 92211 1 'THIS IS ELECTRONIC SIGNATURE copy t Jl vJ 8949 Complex Dr., Unit A, San Diego CA 92123 SHEET: DETAIL STRUCTURAL JOB NO.: 1708130 DATE: 12/ 13/2019 IJNGINEERING, CLIENT: LOT 58B INC. pRQFES51p� KsGHARp0Cf` #4 HORZ. BARS @ 24" O/C NO. C67613 rn _ a � #4 VERT. BARS @ 16" O/C E 030 (CENTERED) C MAX �rF aF CAL 6'-0" CO 'THIS IS ELECTRONIC SIGNATURE fl 10" CMU WALL 8'-8" GROUT ONLY CELLS MAX W/REINFORCEMENT #5 DOWELS @ 16" O/C (CENTERED) 2' 8" 32" OVERLAP w MAX ~ FINISH GRADE/PORCH SLAB O m I IIillI I—f I I—f I —I I I` I I I`I1I�I11^III^1 I^ l i-1I f-1 M1 A ' A e #4 BARS @ 16" O/C 15" a TOP & BOTTOM 3." CLRT (3) CONT. #4 BARS TOP & BOTTOM 18" �, 10" �, 18" 46" CMU WALL FOOTING DETAIL A SCALE: NTS PROJECT. Wind load PAGE: t-rrx:r-.I"I'RAI. CLIENT: DESIGN BY: R.A ..1-N(: IN E.10. I Nu JOB NO. 17GB130 DATE: 11/22J19 REVIEW BY: R.A Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-2010 INPUT DATA g Exposure category (B, C or D) = C Importance factor, 1.0 only, (Table 1 5-2) Iw = 1,00 Basic wind speed (ASCE 7-10 26.5,1) V = 110 mph Won Topographic factor (26.e & Table 28 8-1) Kr = 1 Flat Height of top h = 8 ft �A^ oli Vertical dimension (for wall, s = h) s = 8 It H Horizontal dimension B = 10 ft Dimension of return comer Lr = 0.83 ft M T c` DESIGN SUMMARY F Max horizontal wind pressure p - 27 psf Max total horizontal force at centroid of base F = 2.19 kips Max bending moment at centroid of base M a 9.63 ft-kips Max torsion at centroid of base T 4.38 ft-kips ANALYSIS Vetocl rresure qh - 0.00256 Kh Ke Kd VZ = 22.38 psf where: qh = velocity pressure at mean roof height, h. (Eq. 29.3-1 page 307 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 29.3-1, pg 310) = 0.85 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) 0.85 h = height of top 8.00 it Wind Farce Case A: resultant force_ though the geomatrlc conter (Sec, 29.4.1 & Flg. 29.1-1) p = qh G Cr = = 27 psf F = p A, = 2.19 kips M = F (h - 0.5s) for sign, F (0.55h) for wall = 9.63 ft-kips T = = 0.00 ft-kips where: G = gust effect factor, (Sec. 26.9) - 0.86 Cr = net force coefficient (Fig. 29,4-1, page 311) 1.44 Ag B s 80.0 fts Wind Force Case B: resultant force at 0.2 B offset of the anametric conter (Sec. 29.4.1 & Fig. 29.1-1) p = Case A = 27 psf F = Case A = 2.19 kips M = Case A = 9.63 ft-kips T = 0.2 F B = 4.38 ft-kips Wind Force Case C: resultant force different at each re Ion (Sec. 29.4.1 & Fig. 29.4-1) p= qh G Cr Balance s s s s F=EpA. M = E [ F (h - 0.5s) for sign, F (0.55h) for wall J T=ETs L j*_1 . Wind Dir, Distance Ct PI Asl FI MI TI (ft) (Fig.6-20) (psf) (ft') (kips) (ft-kips) (ft-kips) 8.0 1.800 34 64 2.19 9.64 2.19 10.0 1.200 23 16 0.37 1.61 -1.46 E 2.56 11.26 0.73 <_= Case C may not be considered, footnote 3 of Fig. 6-20 ti � CLIENT: Lot 58B SHEET: SUBJECT: — JOB NO: 1708130 DESIGN BY: R.A. i RUCTURALENGNEENNG, INC. DATE: 12/13/19 CIVIL AND SMUCfURAL ENGINEERING CLIENT: Lot 58B SHEET: SUBJECT: — JOB NO: 1708130 DESIGN BY: R.A. STRUCTURAL ENGINEERING, INC. DATE: 12/13/19 CIVIL AND STRUCTURAL ENGINEERING w > roc S d �+ ---•> j o� Project Name/Number : 1708130 �A- Title Cantilever Wall i<nr.rui�ti:, Dsgnr: R.A. w,�VITT�NG. INC Description.... Seismic Only This Wall in File: 1\serve6Projects12017 ProjecWLUl 58B (McClure Residence)-(1708130)\03-Structur Page: 1 Date: 13 DEC 2019 Kowni-ra tcj ysur-zuia, tlllfl017.1if,1[.VA License : KW•06059894 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Llcense To ' RA STRUCTURAL ENGINEERING Criteria Retained Height = 0.67 ft Wall height above soil = 8.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads f Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem .I (Service Level) Axial Dead Load = 0.06 Wind on Exposed Stem = 0 0 psf Axial Live Load = 0.0lbs (Service Level) Axial Load Eccentricity = 0.0 in 17_~_� I Adjacent Footing Load _..I Adjacent Footing Load = 0-0 Ibs Footing Width - 0,00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist - 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio 0.300 Stem Weight Seismic Load I Fp / Wp Weight Multiplier - 0.408 g Added seismic base force Design Summary Stem Construction 2nd Stem OK Wall Stability Ratios Design Height Above Ftg ft , 2.67 Overturning = 2.06 OK Wall Material Above "Ht" = Masonry Sliding = 2.85 OK Design Method = ASO Total Bearing Load = 2,029 Ibs .,.resultant ecc. = 10.78 In Soil Pressure @ Toe = 1.329 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,860 psf ACI Factored @ Heel = 0 psf Footing Shear @Toe = 10.2 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 401.7 Ibs less 100% Passive Force = - 334.2 Ibs less 100% Friction Force = - 811.6 lbs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0 0 Ibs OK Thickness = Rebar Size = Rebar Spacing = Reber Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-# = Moment..... Allowable ft-#= Shear..... Actual Service Level psi = Strength Level psi = Shear. ....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data 10.00 # 4 16.00 Center 0.661 237.2 Bottom Stem OK 0.00 Masonry ASD 10.00 # 5 16.00 Center 0.647 349.9 711.5 1,487.2 1,074.9 2,296.0 3.9 5.8 46.5 47.7 60.46 60.46 4.75 4.75 fm psi= 1,500 1,500 Fs psi = 20,000 32,000 Solid Grouting = No No Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21.48 21.48 considered In the calculation of soil bearing pressures. Wall Weight psf = 138.4 138.4 Load Factors Short Term Factor = 1,000 1,000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 7,20 7.20 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = Seismic, E 1,000 Fy psi = 342.7 Ibs Project Name/Number : 1708130 Title Cantilever Wall Page: 2 rlei-t ron:v, Dsgnr: R.A. Date: 13 DEC 2019 eirr 61NVHIRING, NC. Description.... --w/"�� Seismic Only This Wall in File: fterveAProjertsl2017 ProjecWt-ot 58B (McClure Residence)-(I708130)103-Structur RnuilnPro (c) 1987.201B, 8ulId 11.18-12.04 License : KW-06059094 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : RA STRUCTURAL ENGINEERING Footing Dimensions & Strengths Footing Design Results Toe Width = 1.50 ft I4s tiegl Heel Width = 2.33 Factored Pressure = 1,860 0 psf Total Footing Width = 3.83 Mu': Upward = 1,750 38 ft-# Footing Thickness = 15.00 in Mu': Downward = 450 450 ft-# Mu: Design = 1,300 412 ft-# Key Width = 12.00 in Actual 1-Way Shear = 10.20 2.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2.00 It Toe Reinforcing = # 4 @ 15.99 in fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 15.99 in Fooling Concrete Density = 150.00 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 < phi"5'lambda`sgrt(fc)"Sm Heel: Not req'd: Mu < phi`5`lambda`sgrt(fc)`Sm Key: No key defined Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 In 1.24 in2 0.32 in2 tit If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments ....e.OVERTURNINC3-_ .....RESISTING..... ForcDistance Moment Force Distance Moment Item Ibs ft ft-# Ibs It ft-# Heel Active Pressure = 59.0 0.64 37.7 Surcharge over Heel = Surcharge Over Toe _ Adjacent Footing Load = Added Lateral Load - Load @ Stem Above Soil - Seismic Stem Self Wt 342.7 5,59 1,914.0 Total 401.7 O.T.M. 1,951.7 Resisting/Overturning Ratio = 2.06 Vertical Loads used for Soil Pressure = 2,029.1 Ibs Soil Over Heel = 110.5 3.08 340.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ` Axial Live Load on Stem = Soil Over Toe = 0.75 Surcharge Over Toe = Stem Weight(s) - 1,199.9 1.92 2,299.5 Earth @ Stem Transitions = Footing Weighl - 718.6 1.92 1,377.2 Key Weight = 2.50 Vert. Component = 3.83 Total = 2,029.1 Ibs R.M.= 4,017A If seismic is Ifu:luded, the OTM and sliding rdtics ` Axial live load NOT included in total displayed, or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. 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. Tilt - - J borizontal Def1e!;tjQn_at Top of Wal (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal De0 @ 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, 4 @ Heal e1-r Pp= 334 20#Z— . Seismic due to stem self weight Project Name/Number : 1708130 Title Cantilever Wall Page: 1 tiI'M L riau,i. Dsgnr: R.A. Date: 13 DEC 2019 0INRI- ¢,NG. ,14r.. Description.... Wind Only This Well in File: \\server\Projects\2017 ProjeotslLot 58B (McClure Residen(-,e)-(1708130)\03-Structur Re Mn Licenaeri KW-H059894' " Cantilevered Retaining Wall Code: CBC 2016,AC1 318-14,AC1 530-13 License To: RA STRUCTURAL. ENGINEERING Criteria Retained Height 0.67 ft Wall height above soil - 8,00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 nsf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 1 Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0,0 in Design Summary A Wall Stability Ratios Overturning = 3.59 OK Sliding = 4.82 OK Total Bearing Load = 1,522 Ibs ...resultant ecc. = 5.66 in Soil Pressure @ Toe = 691 psf OK Soil Pressure @ Heel = 104 psf OK Allowable = 1,500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 967 psf ACI Factored @ Heel = 145 psf Footing Shear @ Toe = 4.5 psi OK Footing Shear @ Heel = 0.1 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force 195.8 Ibs less 100% Passive Force = - 334.2 Ibs less 100% Friction Force = - 608.8 Ibs Added Force Req'd = 0 0 Ibs OK ...for 1.5 Stability = 0.0 Ibs OK Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110,00 pcf Soil Density, Toe = 0.00 pcf FootingIISoll Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 it ..Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 17.1 psf (Service Level) [Adjacent Footling Load Adjacent Footing Load = 0.0 Ibs Footing Width - 0.00 ft Eccentricity - 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Polsson's Ratio = 0.300 Stem Construction A end Bottom Stem OK Stem OK Design Height Above Ftg ft = 2.67 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASO ASD Thickness = 10.00 10.00 Rebar Size = # 4 # 4 Rebar Spacing = 16.00 16.00 Rebar Placed at = Center Center Design Data fb/FB + fa/Fa = 0.285 0.595 Total Force @ Section Service Level Ibs = 102.6 144.0 Strength Level Ibs = Moment.... Actual Service Level ft-# = 307.8 640.5 Strength Level ft-# = Moment..... Allowable ft-#= 1,074.9 1,074.9 Shear..... Actual Service Level psi = 1.7 2.4 Strength Level psi = Shear... Allowable psi = 45.2 46.0 Anet (Masonry) in2 = 60,46 60.46 Rebar Depth 'd' in = 4.75 4.75 Masonry Data fm psi= 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = No No Vertical component of active lateral soil pressure IS Modular Ratio'n' = 21,48 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf = 80.0 80.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 7.20 7.20 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Date Wind, W 1.000 fc psi = Seismic, E 1.000 Fy psi = Project Name/Number : 1708130 Title Cantilever Wall Page : 2 ,t1 Dsgnr. R.A. Date: 13 DEC 2019 1tiC. Description.... AX-111!1GINVEXING,Wind Only This Wall in File: 1lservehl3rojec:t5k2i1 17 Pro}ectslLot 58B (McClure Residence)-(1708130)103-Structur RetainPra (c) 1987.2018. 8ulld 11.18.12.04 License : KW-OG059894 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1 530-13 License To: RA STRUCTURAL ENGINEERING Footing Dimensions & Strengths Footing Design Results Toe Width = 1.50 ft IQg 11211 Heel Width = 2.33 Factored Pressure = 967 145 psf Total Footing Width = 3.83 Mu': Upward = 968 283 ft-# Footing Thickness = 15.00 in Mu': Downward = 450 449 ft-# Mu: Design = 516 166 ft-# Key Width = 12,00 in Actual 1-Way Shear = 4.46 0.07 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 2,00 ft Toe Reinforcing = # 4 @ 15,99 in Pc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 15.99 in Footing Concrete Density = 150.00 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 < phi`5`lambda"sgrt(fc)'Sm Heel: Not req'd: Mu < phi`5`lambda`sgrt(fc)`Sm Key: No key defined Min footing T&S relnf Area 1.24 in2 Min footing T&S relnf Area per foot 0.32 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7,41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 In #6@ 32.59 in Summary of Overturnin & Resisting Forces & Moments .....OVERTURNING..... Force Distance .....RESISTING..... Moment Force Distance Moment Item Ibs ft ft-# _ Ibs ft ft-# Heel Active Pressure = 59.0 0,64 37.7 Soil Over Heel = 110.3 3.08 339.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = 136.8 5.92 809.9 • Axial Live Load on Stem = Soil Over Toe = 0.75 Surcharge Over Toe - Stem Weight(s) = 693.6 1.92 1,329.4 Total 195,8 O.T.M. 847,6 Earth @ Stem Transitions = = Footing Weight - 718.1 1.92 1,375.2 Resisting/Overturning Ratio = 3.59 Key Weight - 2.50 Vertical Loads used for Soil Pressure = 1,522.0 Ibs Vert. Component - 3.63 Total = 1,522.0 Ibs R.M.= 3,044.5 Axial live load NOT Included in total displayed, or used for overturning resistance, but Is included for soil pressure calculation. 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. �iit Pefiglction at ToI2 of Wall fte (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ 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. IV T-8" IV If41 Heel VAOpsf (Smte-Level) Pp= 334 M/ H