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Home My WebLink AboutCT 2017-0005; Grand West; Retaining Wall/Fence Calculations for Grand West; 2020-11-16PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 X 0 E \(\ JJA. @ ,, A" tr ~ o.c. HuRIZ. Flt~ 0RADE EMf;ED FOorlN0 A MIN. 12-" INTO C¼lvlPEfENT SOIL. I I I I I I I I I • I I I C.ENfER ~• T lil FENC-E PER POST MASTER ST"EB... POSTS @ (,'-d' oc w I 1-4" EMPEOMENf LINE Fo i-~ l)'lT / WATI:R--PROurlN0 VEL /}/+a<. FILL PER ITY RE0)1REMENTS 4" PERF. PIP -u;NNE&T · DRAINA0E SYSTEM -+.--------. I • ~ L ___ _ '------------.;: _j Li'-ld' =---J JJA. @ ,, A" ~--tr ~ o.c. EA. WAY PCSD Engineering Corp 3529 Coastvlew Court Carlsbad, tA 9i010 Ph: 760-207-1885 ... ., .. ·.• ..... ·,•. Job#:· . tt,·W . \'Atttt.. Page; __ , of_\ ___ _ Date: , 1)J?.-/'2 Engineer: _______ _ Q1e,. T,5. P5t .MW. 2. 'i'1 lM,o C..Mv W\.\A.. 1; PCSD Engineering Corp 3529 Coastview Court Carlsbad, CA 92010 Ph: 760-207-1885 Piluna: t.~o Wi.~!- CAu!,MO, LA () , : .: , l f',u,t C.f..ri.st enscm :51'\tt Pie,;v z,. ineeri1-11 WI.Al : l{,.u hF f\t,;\l.)C: !t' VJ" \' A~Slllt ~ 2.ooP~ Sb• IS'Oe? PSI' Job#: Jo-,u Page: 'L of _ft..__ ___ _ Date:---"-, _______ _ Engineer: _______ _ Project Name/Number : grand west PCSD Engineering Title 3529 Coastview Court Dsgnr: pc Page : 1? Date: 16 NOV 2rl20 Carlsbad, CA 92010 Description .... ~{L 1.-. -1 (760) 207-1885 3' Ret Wall w/ 6' Fence , •• ,.,,..,~•·""•r"" paul.pcsd@gmall.com This W~ir1ii File: c:\users\paulc\aesktop\pcsd\2020\20-511-grand west\grand west.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06061232 Cantilevered Retaining Wall License To : PCSD Engineering Code: IBC 2012,ACI 318-11,ACI 530-11 / c_rit.e.ri_a _________ .f !' Soif Data l Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Retained Height = 3,00 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 4.00 in Water height over heel = 0.0 ft = Passive Pressure = 200.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe 0.00 pcf FootingUSoil Friction = 0.280 Soil height to ignore for passive pressure = 0.00 in [.s.u.rc.h.a111rg111e•L•o•a•d•s _____ _.l I Lateral Load Applied to Stem I [Adjacent Footing Load I Surcharge_Over I-feel = 0.0 psf Lateral Load = Used To Resist Sliding & Overturning ... Height to To~ = Surcharge Over Toe = 0.0 psf ... Height to Bottom = Used for Sliding & Overturning Load Type 0.0 #/ft 0.00 ft 0.00 ft Wind (W) / Axial Load Appried to Stem • (Service Level) Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 1.85 OK Sliding 1.51 OK Total Bearing Load = 1,390 lbs ... resultant ecc. = 9.32 in Soil Pressure @ Toe = 1,452 psf OK Soil Pressure @ Heel = O psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,033 psf AC! Factored@ Heel D psf Footing Shear@ Toe = Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force = • Added Force Req'd ... .for 1.5 Stability 5.9 psi OK 3.5 psi OK 75.0 psi 376.0 lbs 177.8 lbs 389.3 ibs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above FtE Wall Material Above "Ht" Design Method Thlckness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. 16.0 psf • 2nd ft= 3.00 = Fence = = = = = = lbs= 96.0 lbs= ft-#= 288.0 ft-#= ft-#= psi= psi= = in2= in= psi= psi= = = psf= = = Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stern GK 0.00 Masonry ASD 8.00 # 4 24.00 Edge 0.907 253.5 733.5 808.1 2.8 45.1 91.50 5.25 1,500 20,000 Yes 21 .48 84.0 1.000 7.60 Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E IBC 2012,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= = = = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ,ti~ 3529 Coastvlew Court Jre::P PCSD Engineering Project Name/Number : grand west Title Dsgnr: pc Page: ~f Date: 16 NOV 20£0 J _ fl F> Carlsbad, CA 92010 ~J•~'aj (760)207-1885 r-ia.;, ... ,.,,,.,.,,_,, paul.pcsd@gmail.com This vWi11n File: o:\users\paulc\desktop\poi,d\2020\20-51 HIrand west\grand west.RPX Description .... 3' Ret Wall w/ 6' Fence RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06061232 License To : PCSD En Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 Footing Data Toe Width = Heel Width = Total Footing Width = Footing Thickness = KeyWidtli - Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = 0.00 ft 2.83 2.83 12.00 in 0.00iii 0.00 in 0.00 ft 60,000 psi 150.00pcf 0.0018 Min. As% Cover@Top 3.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure = Mu': Upward Mu' : Downward Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = Toe 2,033 0 0 0 5.91 40.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu Footing Allow. Torsion, phi Tu = Heel 0 psf 344 ft-# 1,556 ft-# 1,211 ft-# 3.49 psi 40.00 psi 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn = phi'5'1ambda'sqrt(fc)'Sm Heel: phiMn = phi'5'1ambda'sqrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.73 in2 0.26 in2 tft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = = Total = Resisting/Overturning Ratio 280.0 1.33 373.3 96.0 7.00 672.0 376.0 O.T.M. = 1,045.3 Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! = Key Weight = Vert. Component = Force Distance lbs ft 713.9 252.0 424.5 1.75 1.75 0.33 1.42 Moment ft-# 1,248.1 1,248.1 84.0 600.7 Vertical Loads used for Soil Pressure = = 1.85 1,390.4 lbs Total = 1,390.4 lbs R.M.= 1,932.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. * Axial live load NOT included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culation. •