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HomeMy WebLinkAboutX2021-1826 - Calcs1201 N. Tustin Avenue Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 X Zn21-KO ZT3�6 wln�ot�Q�D�, 1'-4" to 6'-0" HIGH INVERTED L SHAPE RET. WALL - LEVEL STRUCTURAL CALCULATIONS For Use Only Com: Butcher Residence 2733 Windover Dr FOR Corona Del Mar CA 92625-1330 DETAIL 805 INVERTED L SHAPE 1'-4" TO 6'-0" HIGH MINIMAL TOE LEVEL DESIGN BASED ON CBC 2019 EDITION AND IBC 2018 EDITION FOUNDATION PRESSURE: 1500psf PASSIVE PRESSURE: 200pcf ACTIVE PRESSURE: 45pcf FRICTION: 0.30 CONCRETE: fc' = 2500psi MASONRY: fm' = 2000psi REINFORCING: fy = 40000psi (Grade 40) (or as noted) 01 /16/2020 04:32:27 PM \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2l.pdf �No. 74003 [p^ Exp. 6/30/23 Yr \TF OF CAL\FOS/ BUILDING DIVISION JUL 1 2 2021 BY: Y.T. Page 1 of 17 ®Pool Engineering, Inc. 2019 I Project Name/Number : 805 2019 Wk Poo' Pool Engineering, Inc. Title 805 V4" NO TOE Page: 1 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 Anaheim, CA 92807 Description.... Phone: (714) 630-6100 45PCF, LEVEL NO TOE Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWail 2019 CBC1805\805 2019.RPX etain roc a7 -2o , build 111.19.110.02 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License : KW -06055901 g License To : POOL ENGINEERING INC. Criteria I I Soil Data Retained Height = 1.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.29 OK Sliding = 1.92 OK Total Bearing Load = 396 lbs ...resultant ace. = 2.88 in Allow Soil Bearing = 1,500.0 psf Soil Pressure @ Heel = 0 psf OK Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/fl 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 960 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 1.6 psi OK Passive Pressure = 200.0 psf/ft Sliding Calcis Rebar Spacing Soil Density, Heel = 125.00 pcf less 100% Passive Force = - 100.0 lbs Soil Density, Toe = 0.00 pcf Added Force Req'd = 0.0 lbs OK FootingIlSoil Friction = 0.300 0.022 Total Force @ Section Soil height to ignore Service Level lbs= for passive pressure = 0.00 in Its = Lateral Load Applied to Stem Adjacent Footing Lateral Load = 0.0 #/ft Adjacent Footing Load ...Height to Top = 0.00 ft Footing Width ...Height to Bottom = 0.00 R Eccentricity Load Type = Wind (W) Wall to Ftg CL Dist Moment..... Allowable (Service Level) Footing Type Shear..... Actual Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall (Service Level) Poisson's Ratio Soil Pressure @ Toe = 686 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 960 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcis Rebar Spacing Lateral Sliding Force = 122.2 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 134.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors psi= Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction psi= Bottom Design Height Above Fig ft= Stem OK 0.00 Wall Material Above "Hf' = Masonry Design Method = ASD Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = 3.375 Design Data = ASD fb/FB+fa/Fa = 0.022 Total Force @ Section psi= Service Level lbs= 39.8 Strength Level Its = Moment.... Actual Service Level ft-#= 17.6 Strength Level ft-#= Moment..... Allowable = 761.9 Shear..... Actual Service Level psi= 0.6 Strength Level psi= Shear..... Allowable psi= 50.7 Anet (Masonry) in2 = 67.50 Rebar Depth 'd' in= 3.38 Masonry Data I'm psi= 2,000 Fs psi= 20,000 Solid Grouting = Yes Modular Ration' = 16.11 Wall Weight psi = 63.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Load = 0.0 lbs 0.00 It 0.00 in = 0.00 ft Square Footing 0.0 It = 0.300 01/16/2020 04:32:27 PM Page 2 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2].pdf @Pool Engineering, Inc. 2019 A Project NamelNumber : 805 2019 pool Pool Engineering, Inc. Title 805 1'4" NO TOE Page : 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 4513CF, LEVEL NO TOE Fax: (714) 630-6114 This Wall in File: \\pe-ile\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX etainPro c) 1987-2 w 1.19.10.02 License: Itw-oeo5s90a Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 0.36 1n2 Toe Width = 0.00 ft Heel Width = 1.25 Total Footing Width = 1.25 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 3.00 @ Btm= 3.00 in Tyg Heel Factored Pressure = 960 0 psf Mu': Upward = 0 39 ft-# Mu' : Downward = 0 204 ft-# Mu: Design = 0 165 ft-# Actual l -Way Shear = 2.16 1.57 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Speed Heel Reinforcing = None Speed Key Reinforcing = None Speed Footing Torsion, Tu = 0.00 ft -lbs Footing Allow. Torsion, phi Tu = 0.00 ft -lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings 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 reinf Area 0.36 1n2 Min footing T&S reinf Area per foot 0.29 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in 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. 01/16/2020 04:32:27 PM Page 3 of 17 "pe-file\pool\Details\Release\Calcs 20191805 [19v2].pdf ®Pool Engineering, Inc. 2019 .....ovENTUKNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# HL Act Pres (ab water tbl) 122.2 0.78 94.9 Soil Over HL (ab. water ibl) 124.7 0.88 109.1 HL Act Pres (be water IN) Soil Over HL (bel. water tbl) 0.88 109.1 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 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 = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 83.8 0.25 20.9 Earth @ Stem Transitions= Total = 122.2 O.T.M. = 94.9 Footing Weight = 187.5 0.63 117.2 Key Weight = Resisting/Overturning Ratio = 3.29 Vert. Component = 51.6 1.25 64.4 Vertical Loads used for Soil Pressure = 396.0 lbs Total = 447.5 lbs R.M = 311.7 * 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. 01/16/2020 04:32:27 PM Page 3 of 17 "pe-file\pool\Details\Release\Calcs 20191805 [19v2].pdf ®Pool Engineering, Inc. 2019 Project Name/Number: 605 2019 Poo' Pool Engineering, Inc. Title 8052 ' .0" NO TOE Page: 1 engineering 1201 N. Tustin Ave. Dsgnr: KSJDate: 30 OCT 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 45PCF, LEVEL NO TOE Wallin File: 2019 CBC\805\805 2019.RPX KeIDInYro lcl wnr-zu'n, euna 1.1v. v.ac License: Kw -06056901 _ _ _. _ _ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Retained Height = 2.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 Pat NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.86 OK Sliding = 1.51 OK Total Bearing Load = 601 be ...resultant ecc. = 4.05 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingilSoil Friction = 0.300 Soil height to ignore ACI Factored @ Heel = for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) less 100% Passive Force = - (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) 0.0 be OK Soil Pressure @ Toe = 972 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,361 psf ACI Factored @ Heel = 0 psf Footing Shear Q Toe = 2.2 psi OK Footing Shear @ Heel = 2.7 psi OK Allowable = 75.0 psi Sliding Calcis fb/FB+fa/Fa Lateral Sliding Force = 202.5 lbs less 100% Passive Force = - 100.0 Itis less 100% Friction Force = - 205.9 los Added Force Req'd = 0.0 be OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors psi= Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction psi= Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 1.000 fb/FB+fa/Fa = Total Force @ Section Masonry Block Type Service Level Itis = Strength Level Ibs= Moment.... Actual Concrete Data Service Level ft-#= Strength Level ft-#= Moment..... Allowable = Shear..... Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Anel(Masonry) int= Rebar Depth 'd' in= Masonry Data Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 3.375 Footing Width Eccentricity Wall to Fig CL Dist Fooling Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.078 90.0 60.0 761.9 1.3 50.9 67.50 3.38 fm psi= 2,000 Fs psi= 20,000 Solid Grouting = Yes Modular Ratio 'n' = 16.11 Wall Weight psf= 63.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Load = 0.00 ft = 0.00 in 0.00 ft Square Footing 0.0 ft = 0.300 01116/2020 04:32:27 PM Page 4 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2l.pdf ®Pool Engineering, Inc. 2019 Project Name/Number : 805 2019 pool Pool Engineering, Inc. Title 805 2'0" NO TOE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 45PCF, LEVEL NO TOE Fax: (714) 630.6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX stain ro (o) 1987-2019, Build.19.10.02 License_ Kw-osdss9o� ,,,_ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Toe Width = u.uu ft Tag Heel Heel Width = 1.50 Factored Pressure = 1,361 0 psf Total Footing Width = 1.50 Mu' : Upward = 0 73 ft# Footing Thickness = 12.00 in Mu': Downward = 0 437 ft# Mu: Design = 0 363 ft# Key Width = 0.00 in Actual 1 -Way Shear = 2.16 2.65 psi Key Depth = 0.00 in Allow 1 -Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Speed fc = 2,500psi Fy = 40,000 psi Heel Reinforcing = None Speed Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min. As % = 0.0020 Footing Torsion, Tu = 0.00 ft -lbs Cover @ Top 3.00 @ Btm= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft -lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5'Iambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.43 in2 Min fooling T&S reinf Area per foot 0.29 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Summa of Overturnina & Resistina Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft# lbs ft ft# HL Act Pres (ab water tbl) 202.5 1.00 202.5 Soil Over HL (ab. water tbl) 250.0 1.00 250.0 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.00 250.0 Hydrostatic Force Weirs Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 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 = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 126.0 0.25 31.5 Earth @ Stem Transitions= Total = 202.5 O.T.M. = 202.5 Footing Weight = 225.0 0.75 168.8 Key Weight = Resisting/Overturning Ratio = 2.86 Vert. Component = 85.5 1.50 128.2 Vertical Loads used for Soil Pressure = 601.0 lbs Total = 686.5 lbs R.M.= 578.5 ' 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. 01 /16/2020 04:32:27 PM Page 5 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 119v2j.pdf ®Pool Engineering, Inc. 2019 pool engineering This Wall in File: \\pe-file\pc Pool Engineering, Inc. 1201 N. Tustin Ave. Anaheim, CA 92807 Phone: (714) 630.6100 Fax: (7141630-6114 Retained Height = 2.67 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 It Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 be Axial Live Load = 0.0 be Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. = 4.09 OK 1.54 OK 1,089 Itis = 4.09 in Project NamelNumber : 805 2019 Title 805 218" NO TOE Dsgnr: KSJ Description.... 45PCF, LEVEL NO TOE 2019 CBC1805\805 2019.RPX Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIISoil Friction = 0.300 Soil height to ignore ACI Factored @ Heel = for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 it ...Height to Bottom = 0.00 it Load Type = Wind (W) ACI Factored @ Heel = (Service Level) Soil Pressure @ Toe = 924 psf OK Soil Pressure @ Heel = 44 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,293 psf ACI Factored @ Heel = 62 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 2.3 psi OK Allowable = 75.0 psi Sliding Cates Rebar Size Lateral Sliding Force = 302.6 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 365.0 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors = 0.00 ft Building Code CBC 2019 ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Wind on Exposed Stem = 0.0 psf (Service Level) Page: 1 Date: 30 OCT 2019 Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 It Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Masonry Poisson's Ratio = 0.300 Stem Construction A Bottom Stem OK Design Height Above Fig ft= 0.00 Wall Material Above "Hf' = Masonry Design Method = ASD Thickness = 6.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = 3.375 Design Data tb/FB+fa/Fa = 0.186 Total Force @ Section Service Level Ibs= 160.0 Strength Level lbs = Moment.... Actual Service Level ft-#= 142.3 Strength Level ft-#= Moment..... Allowable = 761.9 Shear..... Actual Service Level psi= 2.4 Strength Level psi= Shear..... Allowable psi= 51.1 Anet (Masonry) int = 67.50 Rebar Depth 'd' in= 3.38 Masonry Data fm psi= 2,000 Fs psi= 20,000 Solid Grouting = Yes Modular Ratio'n' = 16.11 Wall Weight psf= 63.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 5.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi = 01/16/2020 04:32:27 PM Page 6 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805[19v2].pdf @Pool Engineering, Inc. 2019 pool Pool Engineering, Inc engineering 1201 N. Tustin Ave. Inc. Anaheim, CA 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 Project Name/Number: 805 2019 Title 805 2'8" NO TOE Dsgnr: KSJ Description.... 45PCF, LEVEL NO TOE Page: 2 Date: 30 OCT 2019 This Wallin File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX Retain ro (o) 1987Build 11.19.10.02 License: KW.06055901 -. .-._ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 583.4 1.38 Toe Width = 0.00 It Heel Width = 2.25 Total Footing Width = 2.25 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft £c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,293 62 psf Mu': Upward = 0 584 ft-# Mu': Downward = 0 1,373 ft-# Mu: Design = 0 789 ft-# Actual 1 -Way Shear = 2.16 2.28 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Speed Heel Reinforcing = None Speed Key Reinforcing = None Speed Footing Torsion, Tu = 0.00 ft -lbs Footing Allow. Torsion, phi Tu = 0.00 ft -lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings 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 reinf Area 0.65 int Min footing T&S reinf Area per foot 0.29 int M If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# be 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 = KI1YliNYJ Total = 302.6 O.T.M. _ ResistinglOverturning Ratio = 4.09 Vertical Loads used for Soil Pressure = 1,088.9 lbs 369.8 Soil Over HL (ab. water tbl) 583.4 1.38 802.2 Soil Over HL (bel. water tbl) 1.38 802.2 Weirs 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) = 168.0 0.25 42.0 Earth @ Stem Transitions= 369.8 Footing Weighl = 337.5 1.13 379.7 Key Weight = Vert. Component = 127.7 2.25 287.3 Total = 1,216.6 lbs R.M = 1,511.2 * 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. 01/16/2020 04:32:27 PM Page 7 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2].pdf ®Pool Engineering, Inc. 2019 pool Pool Engineering, Inc. WiLengineering 1201 N. Tustin Ave. Anaheim, CA 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 Project Name/Number : 805 2019 Title 805 3'4" NO TOE Dsgnr: KSJ Description.... 45PCF, LEVEL NO TOE This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX Page: 1 Date: 30 OCT 2019 Retain Pro (c) 1987-2019, Build 11.19.10.02 License: KW -05055901 = 5.86 OK Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: POOL ENGINEERING INC. = 1,844 IDS ...resultant ecc. Criteria Wind (W) Soil Data (Service Level) Wind on Exposed Stem = 0.0 psf Retained Height = 3.33 ft Allow Soil Bearing = 1,500.0 Pat 75.0 psi Sliding Calm Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method iF i " 100.0 lbs less 100% Friction Force = - 606.5 lbs Active Heel Pressure = 45.0 psf/8 0.0 IDS OK ....for 1.5 Stability = 0.0 IDS OK Slope Behind Wall = 0.00 ft-#= ft-#= Shear..... Actual Soil Toe = in psi= ff% psi= Shear..... Allowable Height of over 0.00 in2 = Rebar Depth 'd' in= Masonry Data Water height over heel = 0.0 ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf !/ Soil Density, Toe = 0.00 pcf 'P Footingl[Soil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in 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 Axial Load Applied to Stem Axial Dead Load = 0.0 IDS Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 5.86 OK Sliding = 1.67 OK Total Bearing Load = 1,844 IDS ...resultant ecc. = 3.99 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) ACI Factored @ Heel = (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) 2.1 psi OK Soil Pressure @ Toe = 915 psf OK Soil Pressure @ Heel = 219 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,281 psf ACI Factored @ Heel = 307 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Sliding Calm fb/FB+fa/Fa Lateral Sliding Force = 422.4 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 606.5 lbs Added Force Req'd = 0.0 IDS OK ....for 1.5 Stability = 0.0 IDS OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Stem OK Building Code CBC 2019 ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction Stem OK Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data psf = fb/FB+fa/Fa = Total Force @ Section = Service Level lbs = Strength Level IDS = Moment.... Actual 7.60 Service Level ft-#= Strength Level ft-#= Moment..... Allowable ft-#= Shear..... Actual Concrete Data Service Level psi= Strength Level psi= Shear..... Allowable psi= Anel (Masonry) in2 = Rebar Depth 'd' in= Masonry Data 2nd Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry ASD ASD 6.00 8.00 # 4 # 4 16.00 16.00 3.375 5.375 0.022 0.224 40.0 250.0 17.8 277.7 761.9 1,236.8 0.6 2.7 50.7 51.3 67.50 91.50 3.38 5.38 fm psi= 2,000 2,000 Fs psi= 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio'n' = 16.11 16.11 Wall Weight psf = 63.0 84.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= Load U.0 IDs 0.00 ft = 0.00 in 0.00 ft Square Footing = 0.0 ft = 0.300 01/16/202004:32:27 PM Page 801`17 \\pe-file\pool\Details\Release\Calcs 2019\805 119v2].pdf ®Pool Engineering, Inc. 2019 Footing Data 0.94 int Project Name/Number : 805 2019 pool Pool Engineering, Inc. Title 8053 ' .4" NO TOE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJDate: 30 OCT 2019 Inc. Anaheim, CA 92807 Description.... Footing Thickness Phone: (714) 630.6100 45PCF, LEVEL NO TOE 1.44 610.1 Fax: (714) 630.6114 Mu: Design = 0 1,413 ft# This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX stain ro (c) 1987-2019, Build.19.10.02 License: Kw-06955901 -._.--___---_ .-._ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 0.94 int Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 3.25 Factored Pressure = 1,281 307 psf Total Fooling Width = 3.25 Mu': Upward = 0 1,885 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 3,299 ft-* 1.44 610.1 Soil Over HL (ab. water tbl) Mu: Design = 0 1,413 ft# Key Width = 0.00 in Actual 1 -Way Shear = 2.16 2.07 psi Key Depth = 0.00 in Allow 1 -Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spedd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd Min. As % = 0.0020 Footing Torsion, Tu = 0.00 ft -lbs Cover @ Top 3.00 @ Stm= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft -lbs Surcharge Over Toe = If torsion exceeds allowable, provide Adjacent Footing Load = supplemental design for footing torsion. Adjacent Footing Load = Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi`5`lambda`sgrt(fc)`Sm ` Axial Live Load on Stem = Heel: Not req'd: Mu < phi`5`lambda'sgrt(fc)`Sm Load @ Stem Above Soil = Key: No key defined Min fooling T&S reinf Area 0.94 int Min footing T&S reinf Area per foot 0.29 int rrt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Summary of Overturnina & Resistin0 Forces & Moments ft# .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft# lbs ft ft# HL Act Pres (ab water tbl) 422.4 1.44 610.1 Soil Over HL (ab. water tbl) 1,076.3 1.96 2,107.7 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 1.96 2,107.7 Hydrostatic Force Walre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 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 = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 252.0 0.31 77.0 Earth @ Stem Transitions= 27.8 0.58 16.2 Total = 422.4 O.T.M. = 610.1 Footing Weight = 487.5 1.63 792.2 Key Weight = Resisting/Overturning Ratio = 5.66 Vert. Component - 178.3 3.25 579.5 Vertical Loads used for Soil Pressure = 1,843.5 lbs Total = 2,021.8 lbs R.M = 3,572.6 ` 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. 01/16/2020 04:32:27 PM Page 9 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2j.pdf ®Pool Engineering, Inc. 2019 Poo l Pool Engineering, Inc. 41 engineering 1201 N. Tustin Ave. Anaheim, CA 92807 Phone: (714) 630-6100 Fax: (714) 630.6114 This Wall in File: Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 1111031 Project NamelNumber : 805 2019 Title 805 4'0" NO TOE Dsgnr: KSJ Description.... 45PCF, LEVEL NO TOE Page: 1 Date: 30 OCT 2019 CBC 2019\RetainingWall 2019 CBC1805\805 2019.RPX Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 4.00 ft Allow Soil Bearing = 1,500.0 lost = 6.56 OK ;% = 0.00 ft Equivalent Fluid Pressure Method Total Bearing Load = 2,602 lbs Active Heel Pressure = 45.0 psf/ft = 4.34 in Wind (W) = 0.00 (Service Level) Wind on Exposed Stem = = 0.00 in = (Service Level) ii = 0.0 It Passive Pressure = 200.0 psf/ft 75.0 psi Sliding Calcs Soil Density, Heel = 125.00 pcf Lateral Sliding Force = 562.5 lbs Soil Density, Tae = 0.00 pcf 100.0 lbs less 100% Friction Force = - FootingIlSoil Friction = 0.300O//=' Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = Soil height to ignore Strength Level for passive pressure = 0.00 in Moment..... Allowable ft-#= 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 Axial Load Applied to Stem ill Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 6.56 OK Sliding = 1.69 OK Total Bearing Load = 2,602 lbs ...resultant ecc. = 4.34 in Lateral Load Applied to Stem Lateral Load = 0.0#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 It Load Type = Wind (W) ACI Factored @ Heel = (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) 1.8 psi OK Soil Pressure @ Toe = 1,004 psf OK Soil Pressure @ Heel = 298 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,405 psf ACI Factored @ Heel = 417 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 1.8 psi OK Allowable = 75.0 psi Sliding Calcs = Lateral Sliding Force = 562.5 lbs less 100% Passive Force = 100.0 lbs less 100% Friction Force = - 851.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Design Height Above Ftg Building Code CBC 2019,ACI Dead Load "1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data Wall Weight fb/FB+fa/Fa = Total Force @ Section Short Term Factor Service Level Ibs = Strength Level lbs = Moment.... Actual 5.60 Service Level ft-#= Strength Level ft-#= Moment..... Allowable ft-#= Shear..... Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Anet(Masonry) m2= Rebar Depth 'd' in= Masonry Data 2nd Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry ASD ASD 6.00 8.00 # 4 # 4 16.00 16.00 3.375 5.375 Load 0.0 lbs = 0.00 It = 0.00 in = 0.00 It Square Footing = 0.0 It 0.300 0.078 0.387 90.0 360.0 ' 60.0 480.0 761.9 1,236.8 1.3 3.9 50.9 51.4 67.50 91.50 3.38 5.38 fm psi= 2,000 2,000 Fs psi= 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio'n' = 16.11 16.11 Wall Weight psf = 63.0 84.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/202004:32:27 PM Page 10 of 17 \\pe-file\pool\Details\Release\Calcs 2019\605 [19v2].pdf ®Pool Engineering, Inc. 2019 Project Name/Number : 805 2019 pool Pool Engineering, Inc. Title 805 410" NO TOE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Dale: 30 OCT 2019 inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 45PCF, LEVEL NO TOE Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX ReteinProc 1987-2019, Build 11.191002 license: Kw-06oe5901 ;:._ .-._ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 1.15 int Footing Design Results Toe Width = 0.00 It Toe Heel Heel Width = 4.00 Factored Pressure = 1,405 417 psi Total Footing Width = 4.00 Mu': Upward = 0 3,840 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 6,033 ft-# 1,666.7 2.33 Mu: Design = 0 2,193 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 2.16 1.82 psi Key Depth = 0.00 in Allow 1 -Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Speed fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min. As % = 0.0020 Footing Torsion, Tu = 0.00 ft -lbs Cover @ Top 3.00 @ Btm= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft -lbs Surcharge Over Heel = If torsion exceeds allowable, provide Surcharge Over Toe = supplemental design for footing torsion. Adjacent Footing Load = Other Acceptable Sizes & Spacings Adjacent Footing Load = Toe: Not req'd: Mu < phi`5`lambda`sgrt(fc)`Sm Axial Dead Load on Stem = Heel: Not req'd: Mu < phi`5`lambda'sgrt(fc)`Sm Added Lateral Load = Key: No key defined Min footing T&S reinf Area 1.15 int Min footing T&S reinf Area per foot 0.29 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Summary of Overturning &Resisting Forces &Moments 1.67 937.5 Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft_# HL Act Pres (ab water tbl) 562.5 1.67 937.5 Soil Over HL (ab. water IN) 1,666.7 2.33 3,888.9 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.33 3,888.9 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 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 = Soil Over Toe = = Surcharge Over Toe = Stem Weight(s) = 294.0 0.30 87.5 Earth @ Stem Transitions= 41.7 0.58 24.3 Total = 562.5 O.T.M. = 937.5 Footing Weight = 600.0 2.00 1,200.0 Key Weight = Resisting/Overturning Ratio = 6.56 Vert. Component = 237.4 4.00 949.7 Vertical Loads used for Soil Pressure = 2,602.3 lbs Total = 2,839.7 lbs R.M = 6,150.4 * 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. 01/16/2020 04:32:27 PM Page 11 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2].pdf ®Pool Engineering, Inc. 2019 pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Inc.Anaheim, CA 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBI Project Name/Number : 805 2019 Title 805 4'8" NO TOE Dsgnr: KSJ Description.... 45PCF, LEVEL NO TOE 2019 CBC\805\805 2019.RPX Page: 1 Date: 30 OCT 2019 mminPro tci ivarcuIV, cunu -I 1. I V. m.us License :KW -06055901_ _ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Retained Height = 4.67 it Wall height above soil = 0.00 it Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 it 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 5.80 OK Sliding = 1.56 OK Total Bearing Load = 3,120 lbs ...resultant ecc. = 5.27 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore 1,665 psi for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) 722.6 lbs (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Added Force Req'd = Soil Pressure @ Toe = 1,189 psf OK Soil Pressure @ Heel = 279 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,665 psi ACI Factored @ Heel = 391 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear Q Heel = 2.6 psi OK Allowable = 75.0 psi Sliding Calcs ASD Lateral Sliding Force = 722.6 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 1,027.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors = U.D IDs Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Aajaceni rooling Loao = U.D IDs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil 0.00 at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction­ssssss 2nd Bottom Stem OK Stem OK Design Height Above Ftg it = 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASD Thickness = 6.00 8.00 Rebar Size = # 4 # 4 Rebar Spacing = 16.00 16.00 Rebar Placed at = 3.375 5.375 Design Data fb/FB+fa/Fa = 0.186 0.622 Total Force @ Section Service Level lbs = 160.0 490.1 Strength Level lbs = Moment.... Actual Service Level ft-#= 142.3 762.4 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,222.8 Shear..... Actual Service Level psi= 2.4 5.4 Strength Level psi= Shear..... Allowable psi= 51.1 44.8 Anet (Masonry) in2 = 67.50 91.50 Rebar Depth 'd' in= 3.38 5.38 Masonry Data fm psi= 2,000 1,500 Fs psi= 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 16.11 21.48 Wall Weight psf = 63.0 84.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi = 01/16/2020 04:32:27 PM Page 12 Of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2j.pdf ®Pool Engineering, Inc. 2019 Project Name/Number; 805 2019 pool Pool Engineering, Inc. Title 8054'8" NO TOE Page : 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 45PCF, LEVEL NO TOE Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX ¢lain ro (c) 1987-2019, Build 11.191002 License; Kw -06055901 :,_ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 roonng uata 1.22 in2 rooting Lieslgn rcesti is Toe Width = 0.00 ft Tgg Heel Heel Width = 4.25 Factored Pressure = 1,665 391 psf Total Footing Width = 4.25 Mu': Upward = 0 4,806 ft# Footing Thickness = 12.00 in Mu': Downward = 0 7,924 ft# 5,139.0 Watre Table Mu: Design = 0 3,118 ft# Key Width = 0.00 in Actual 1 -Way Shear = 2.16 2.64 psi Key Depth = 0.00 in Allow 1 -Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spedd fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Speed Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min. As % = 0.0020 Footing Torsion, Tu = 0.00 ft -lbs Cover @ Top 3.00 @ Btm= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft -lbs If torsion exceeds allowable, provide supplemental design forfooting torsion. Surcharge Over Toe = Other Acceptable Sizes & Spacings Stem Weight(s) = Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm 0.29 96.0 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm 55.6 0.58 Key: No key defined Item 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 = Min footing T&S reinf Area 1.22 in2 Min footing T&S reinf Area per foot 0.29 in2 f t If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Force Distance Moment lbs ft ft# 722.6 1.89 1,365.0 Total = 722.6 O.T.M. = 1,365.0 Resisting/Overturning Ratio = 5.80 Vertical Loads used for Soil Pressure = 3,119.5 lbs 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. 01116/2020 04:32:27 PM Page 13 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 (19v2].pdf ¢Pool Engineering, Inc. 2019 Force Distance Moment lbs ft ft# Soil Over HL (ab. water tbl) 2,090.4 2.46 5,139.0 Soil Over HL (bel. water tbl) 2.46 5,139.0 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) = 336.0 0.29 96.0 Earth @ Stem Transitions= 55.6 0.58 32.4 Footing Weight = 637.5 2.13 1,354.7 Key Weight = Vert. Component = 305.0 4.25 1,296.2 Total = 3,424.5 lbs R.M = 7,920.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 01116/2020 04:32:27 PM Page 13 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 (19v2].pdf ¢Pool Engineering, Inc. 2019 Project Name/Number : 805 2019 Poo! Pool Engineering, Inc. Title 805 5'4" NO TOE Page: 1 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 inc. Anaheim, CA 92807 Description.... Phone: (714) 630.6100 45PCF, LEVEL NO TOE Fax: (714) 630-6114 This Wall in File: tandards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX rt.Invro 1..-,aor<e,e, ounu n: m. m.vc License: KW -06055901 --_--_____ ---_ Cantilevered Retaining Wall Code: CBC 2019,ACI318-14,TMS 402-16 Retained Height = 5.33 ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Itis Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 6.36 OK Sliding = 1.60 OK Total Bearing Load = 4,101 lbs ...resultant ecc. = 5.68 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 1,286 psf OK Soil Pressure @ Heel = 354 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,801 psf ACI Factored @ Heel = 496 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calm Lateral Sliding Force = 902.4 lbs less 100% Passive Force = - 100.0 Itis less 100% Friction Force = - 1,344.6 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 This Wall in File: tandards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX rt.Invro 1..-,aor<e,e, ounu n: m. m.vc License: KW -06055901 --_--_____ ---_ Cantilevered Retaining Wall Code: CBC 2019,ACI318-14,TMS 402-16 Retained Height = 5.33 ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Itis Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 6.36 OK Sliding = 1.60 OK Total Bearing Load = 4,101 lbs ...resultant ecc. = 5.68 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 1,286 psf OK Soil Pressure @ Heel = 354 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,801 psf ACI Factored @ Heel = 496 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calm Lateral Sliding Force = 902.4 lbs less 100% Passive Force = - 100.0 Itis less 100% Friction Force = - 1,344.6 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Itis Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 6.36 OK Sliding = 1.60 OK Total Bearing Load = 4,101 lbs ...resultant ecc. = 5.68 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 1,286 psf OK Soil Pressure @ Heel = 354 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,801 psf ACI Factored @ Heel = 496 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calm Lateral Sliding Force = 902.4 lbs less 100% Passive Force = - 100.0 Itis less 100% Friction Force = - 1,344.6 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 it Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Soil Pressure @ Toe = 1,286 psf OK Soil Pressure @ Heel = 354 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,801 psf ACI Factored @ Heel = 496 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calm Lateral Sliding Force = 902.4 lbs less 100% Passive Force = - 100.0 Itis less 100% Friction Force = - 1,344.6 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 Soil Pressure @ Toe = 1,286 psf OK Soil Pressure @ Heel = 354 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,801 psf ACI Factored @ Heel = 496 psf Footing Shear @ Toe = 2.2 psi OK Footing Shear @ Heel = 3.8 psi OK Allowable = 75.0 psi Sliding Calm Lateral Sliding Force = 902.4 lbs less 100% Passive Force = - 100.0 Itis less 100% Friction Force = - 1,344.6 lbs Added Force Req'd = 0.0 Itis OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 Hclacent rooting Joao = u.0 los Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil = 0 0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.022 0.224 0.647 Total Force @ Section Service Level Itis = 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 17.8 277.7 1,137.6 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear.....Actual Service Level psi= 0.6 2.7 4.6 Strength Level psi= Shear..... Allowable psi= 50.7 51.3 51.7 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf = 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 01/16/2020 04:32:27 PM Page 14 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 j19v2j.pdf ®Pool Engineering, Inc. 2019 Project Name/Number : 805 2019 pool Pool Engineering, Inc. Title 8055'4" NO TOE Page : 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 45PCF, LEVEL NO TOE Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX RetalnPro c -2019, Build 11.19.10.02 License: KW -06055901 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: POOL ENGINEERING. INC. Footing Data Force Footing Design Results Toe Width = 0.00 ft JU Heel Heel Width = 5.00 Factored Pressure = 1,801 496 psf Total Footing Width = 5.00 Mu': Upward = 0 6,751 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 11,257 ft-# 7,999.5 Watre Table Mu: Design = 0 4,506 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 2.16 3.81 psi Key Depth = 0.00 in Allow 1 -Way Shear = 40.00 40.00 psi Key Distance from Toe = 0.00 it Toe Reinforcing = None Spedd fc= 2,500 psi Fy= 40,000 psi Heel Reinforcing = None Spedd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Speed Min. As % = 0.0020 Footing Torsion, Tu = 0.00 ft -lbs Cover @ Top 3.00 @ Btm= 3.00 in Footing Allow. Torsion, phi Tu = 0.00 ft -lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Surcharge Over Toe = Other Acceptable Sizes & Spacings Stem Weight(s) = Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)`Sm 0.41 210.0 Heel: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm 166.6 0.79 Key: No key defined Itam HL Act Pres (ab water tbl) HL Act Pres (be water tbi) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Min footing T&S reinf Area 1.44 int Min footing T&S reinf Area per foot 0.29 in2 A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 8.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Force Distance Moment lbs it ft-# 902.4 2.11 1,905.0 Total = 902.4 O.T.M. = 1,905.0 Resisting/Overturning Ratio = 6.36 Vertical Loads used for Soil Pressure = 4,101.1 lbs 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. Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 01116/2020 04:32:27 PM Page 15 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 119v21.pdf ®Pool Engineering, Inc. 2019 Force Distance Moment lbs ft ft-# Soil Over HL (ab. water tbl) 2,666.5 3.00 7,999.5 Soil Over HL (bel. water tbl) 3.00 7,999.5 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) = 518.0 0.41 210.0 Earth @ Stem Transitions= 166.6 0.79 131.9 Footing Weighl = 750.0 2.50 1,875.0 Key Weight = Vert. Component = 380.9 5.00 1,904.4 Total= 4,482.0 lbs R.M= 12,120.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 01116/2020 04:32:27 PM Page 15 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 119v21.pdf ®Pool Engineering, Inc. 2019 pool Pool Engineering, Inc engineering 1 1201 N. Tustin Ave. Ina Anaheim, CA 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC Project Name/Number : 805 2019 Title 805 6'0" MIN TOE Dsgnr: KSJ Description.... 45PCF, LEVEL MIN TOE 2019 CBC\805\805 2019.RPX Page: 1 Date: 30 OCT 2019 .M",ra tc1 ..canna, cuna rc,n-m.vc License:KW-0605590, Cantilevered Retaining Wall Code: CBC 2019,ACI318-14,TMS 402-16 Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft 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 Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 6.28 OK Sliding = 1.52 OK Total Bearing Load = 4,781 Itis ...resultant ecc. = 5.31 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore 1,805 psf for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 it Load Type = Wind (W) 1,102.5 lbs (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Added Force Req'd = Soil Pressure @ Toe = 1,289 psf OK Soil Pressure @ Heel = 449 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,805 psf ACI Factored @ Heel = 629 psf Footing Shear @ Toe = 3.3 psi OK Footing Shear @ Heel = 6.1 psi OK Allowable = 75.0 psi Sliding Calm Design Method Lateral Sliding Force = 1,102.5 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 1,573.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 Itis OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors 3rd Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Adjacent Footing Load 3rd Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall = Poisson's Ratio = 0.300 Stem Construction 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.00 2.00 0.00 Wall Material Above "Hl" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 16.00 16.00 16.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB + fa/Fa = 0.078 0.387 0.779 Total Force @ Section Service Level lbs = 90.0 360.0 810.0 Strength Level lbs = Moment.... Actual Service Level ft-#= 60.0 480.0 1,620.0 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 2,077.1 Shear..... Actual Service Level psi= 1.3 3.9 5.8 Strength Level psi= Shear..... Allowable psi= 50.9 51.4 51.8 Anet(Masonry) int= 67.50 91.50 139.50 Rebar Depth 'd' in= 3.38 5.38 8.88 Masonry Data Fm psi= 2,000 2,000 2,000 Fs psi= 20,000 20,000 20,000 Solid Grouting = Yes Yes Yes Modular Ratio'n' = 16.11 16.11 16.11 Wall Weight psf= 63.0 84.0 133.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in= 5.60 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 01/16/2020 04:32:27 PM Page 16 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805119v2].pdr ®Pool Engineering, Inc. 2019 Project Name/Number : 805 2019 pool Pool Engineering, Inc. Title 805 610" MIN TOE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 30 OCT 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630.6100 45PCF, LEVEL MIN TOE Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\805\805 2019.RPX Retain roc 967-2019, Build 11.19.10.0 License: KW -06055901__._._______._ __ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 3,187.5 Toe Width = 0.25 ft Heel Width = 5.25 Total Footing Width = 5.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 3.00 @ Btm= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,805 629 psf Mu': Upward = 670 8,416 ft-# Mu': Downward = 203 14,066 ft-# Mu: Design = 21 5,650 ft-# Actual 1 -Way Shear = 3.33 6.09 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Speed Heel Reinforcing = None Speed Key Reinforcing = None Speed Footing Torsion, Tu = 0.00 ft -lbs Footing Allow. Torsion, phi Tu = 0.00 ft -lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings 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 reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 8.33 in #5@ 12.92 in #6@ 18.33 in 1.58 int 0.29 int dt If two layers of horizontal bars: #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft# 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 = 18143041; - icl 1,102.5 O.T.M. = 2,572.5 2,572.5 Resisting/Overturning Ratio = 6.28 Vertical Loads used for Soil Pressure = 4,780.8 lbs 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. Soil Over HL (ab. water tbl) 3,187.5 3.38 10,757.8 Soil Over HL (bel. water tbl) 3.38 10,757.8 Walre 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) = 560.0 0.64 360.5 Earth @ Stem Transitions= 208.3 1.03 215.3 Footing Weight = 825.0 2.75 2,268.8 Key Weight = Vert. Component = 465.3 5.50 2,559.3 Total = 5,246.2 lbs R.M = 16,161.7 `Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 01/16/2020 04:32:27 PM Page 17 of 17 \\pe-file\pool\Details\Release\Calcs 2019\805 [19v2j.pdf ©Pool Engineering, Inc. 2019