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HomeMy WebLinkAboutx2021-2255 - Calcspool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 x202 I — ZZ5 •rJ' Fax: (714) 630-6114 Phone: (714) 630-610(}2 (0 N4 I a ,Z— � 1'4 Yy to 6'-0" HIGH T S INING WALL W12:1 UPSLOPE I z w it a W 0 g p a O W UL S� 0�-- 2 z as 0 4?0a2p_�p2 a Uil nnio¢r-" N �'ow 0' a LL-crida a�LLwz 0 Oi-w aJ OZ OI=.Q 1'41 T 2:1 UPSLOPE 3 �F 6 'TIONS For Use Only 0: Wolfe Residence 26 Palazzo Newport Beach CA 92660-9105 DESIGN BASED ON CBC 2019 EDITION AND IBC 2018 EDITION FOUNDATION PRESSURE: 1500psf PASSIVE PRESSURE: 200pcf o ACTIVE PRESSURE — 2:1 UPSLOPE: 60pcf FRICTION: 0.30 CONCRETE: fc' = 2500psi MASONRY: fm' = 2000psi m REINFORCING: fy = 40000psi (Grade 40) (or as noted) 02/06/2020 02:46:56 PM W:\Details\Release\Calcs 2019\820 [19v3].pdf Pagel of 17 ©Pool Engineering, Inc. 2020 Project Name/Number : 820 2019 pool Pool Engineering, Inc. Title 820 1'4" T SHAPE 2:1 UP SLOPE Page: 1 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 1 NOV 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 2:1 UP SLOPE 60PCF This Wall in File: Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX 111.19. 0.02 IEERING INC. Cantilevered Retaining Wall Sliding = Soil Data Total Bearing Load = = 1.33 ft Allow Soil Bearing = 1,500.0 psf = 0.00 ft Equivalent Fluid Pressure Method (Service Level) Active Heel Pressure - 60.0 psf/ft = 2.00 2.1 psi OK Allowable = = 0.00 in Sliding Calcs = = 0.0 it Passive Pressure = 200.0 psf/ft 156.3 lbs Soil Density, Heel = 125.00 pct Added Force Req'd = Soil Density, Toe = 0.00 pcf 0.0 lbs OK FootingIlSoil Friction = 0.300 ft-#= Soil height to ignore = Shear..... Actual 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 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 = 5.11 OK Sliding = 1.62 OK Total Bearing Load = 564 lbs ...resultant ecc. = 1.50 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 = 388 psf OK Soil Pressure @ Heel = 176 psi OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 543 psf ACI Factored @ Heel = 247 psf Footing Shear @ Toe = 1.9 psi OK Footing Shear @ Heel = 2.1 psi OK Allowable = 75.0 psi Sliding Calcs fb/FB+fa/Fa Lateral Sliding Force = 220.0 lbs less 100% Passive Force = - 156.3 lbs less 100% Friction Force = - 200.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I 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 FtQ 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 lbs = Strength Level lbs = Moment.... Actual Concrete Data Service Level ft-#= Strength Level ft-#= Moment..... Allowable = Shear..... Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 3.375 0.030 53.3 23.7 761.9 0.8 50.7 67.50 3.38 fm S psi= 2,000 Fs psi = 20,000 Solid Grouting = Yes Modular Ratio 'n' = 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 U.0 ios = 0.00 ft 0.00 in = 0.00 ft Square Footing = 0.0 ft = 0.300 02/06/2020 02:46:56 PM Page 2 of 17 W:\Details\Release\Calcs 2019\820 [19v3j.pdf ©Pool Engineering, Inc. 2020 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: Footing Data 1.63 Toe Width = 0.75 ft Heel Width = 1.25 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 3.00 in Key Distance from Toe = 0.75 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 Summary of Overturning & Project Name/Number : 820 2019 Title 8201'4" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF Page: 2 Date: 1 NOV 2019 CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Force Dista Item lbs ft HL Act Pres (ab water tbl) 220.0 0.78 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 = Footing Design Results Toe Hee Factored Pressure = 543 247 psi Mu': Upward = 1,707 80 ft# Mu': Downward = 810 281 ft# Mu: Design = 44 202 ft# Actual 1 -Way Shear = 1.92 2.06 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spedd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 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(£c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(f c)*Sm Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area Min fooling T&S reinf Area per foot If one layer of horizontal bars: #4@ 8.33 in #5@ 12.92 in #6@ 18.33 in Forces & Moments ft# Total = 220.0 O.T.M. _ Resisting/Overturning Ratio = 5.11 Vertical Loads used for Soil Pressure = 564.0 lbs 0.58 in2 0.29 in2 At If two layers of horizontal bars: #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in Force Distance Moment lbs ft ft# 198.6 Soil Over HL (ab. water tbl) 125.0 1.63 Soil Over HL (bel. water tbl) 1.63 Watre Table 209.5 Sloped Soil Over Heel = 17.6 1.75 Surcharge Over Heel = resistance, but is included for soil pressure calculation. Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 84.0 1.00 Earth @ Stem Transitions= 203.1 203.1 30.8 84.0 171.1 Footing Weight = 300.0 1.00 300.0 Key Weight = 37.5 1.25 46.9 Vert. Component = 104.8 2.00 209.5 Total = 668.8 lbs R.MP 874.2 * 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. 02/06/2020 02:46:56 PM Page 3 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf ©Pool Engineering, Inc. 2020 �11p001 Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Inc. Anaheim, CA 92807 Phone: (714) 630.6100 Fax: (714) 630.6114 Wall in File: CBC Project Name/Number : 820 2019 Title 820 2'0" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Page: 1 Date: 1 NOV 2019 Retainer: (c)1987-2019, Build 11.79.70.02 o : License: Po5801 Cantilevered RetainingWall Code: CBC 2019,ACI 318-14,TMS 402-16 I iconen TTo POOL ENGINEERING. INC. _ Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 2.00 ft Allow Soil Bearing = 1,500.0 psf 1.69 OK Equivalent Fluid Pressure Method = 0.00 It Active Heel Pressure - 60.0 psf/ft = 2.00 ACI Factored @ Heel = (Service Level) = 0.00 in 3.6 psi OK = = 0.0 ft Passive Pressure = 200.0 psf/ft Sliding Calcis Soil Density, Heel - = 125.00 pof 341.7 lbs Soil Density, Toe = 0.00 pcf less 100% Friction Force = - FootingIlSoil Friction = 0.300 0.0 lbs OK Soil height to ignore 0.0 lbs OK ft-#= 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 NOT Used for Sliding & Overturning Ax[al 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 = 3.59 OK Sliding = 1.69 OK Total Bearing Load = 744 lbs ...resultant ecc. = 2.96 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) Soil Pressure @ Toe = 647 psf OK Soil Pressure @ Heel = 97 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 905 psf ACI Factored @ Heel = 136 psf Footing Shear @ Toe = 3.6 psi OK Footing Shear @ Heel = 3.6 psi OK Allowable = 75.0 psi Sliding Calcis fb/FB + fa/Fa Lateral Sliding Force = 341.7 lbs less 100% Passive Force = - 306.3 lbs less 100% Friction Force = - 271.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I NOT considered in the calculation of soil bearing Load Factors = u.0 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 Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction = u.0 IDs 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 lbs = Strength Level Itis = Moment.... Actual Concrete Data Service Level ft-#= Strength Level ft-#= Moment..... Allowable = Shear..... Actual Service Level psi= Strength Level psi= Shear..... Allowable psi= Anet (Masonry) h2 = Rebar Depth 'd' in = Masonry Data Bottom Adjacent Fooling Load = u.0 IDs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall psf = Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 3.375 0.104 120.0 80.0 761.9 1.8 50.9 67.50 3.38 fm S 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= 02/06/2020 02:46:56 PM Page 4 of 17 W:\Details\Release\Calcs 2019\820 [l9v3].pdf OPool Engineering, Inc. 2020 Project Name/Number : 820 2019 Poo l Pool Engineering, Inc. Title 820 210" T SHAPE 2:1 UP SLOPE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 1 NOV 2019 inc. Anaheim, CA 92807 Description.... Phone: (714) 630.6100 2:1 UP SLOPE 60PCF Fax: (714) 630#114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX Retam ro (c)1987-2019, Build 11.19. 0.02 License: KW-06055901 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To: POOL ENGINEERING. INC. Footing Data 187.5 Toe Width = 0.75 It Heel Width = 1.25 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 0.75 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 Summary of Overturning & 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 = n Toe eel Factored Pressure = 905 136 psf Mu': Upward = 2,731 65 ft# Mu': Downward = 810 388 ft# Mu: Design = 79 323 ft# Actual t -Way Shear = 3.63 3.60 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 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: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm 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 Forces .....OVERTURNING..... Force Distance Moment be It ft-# 341.7 1.00 Total = 341.7 O.T.M. _ Resisting/Overturning Ratio = 3.59 Vertical Loads used for Soil Pressure = 743.6 be 0.58 in2 0.29 in2 ift If two layers of horizontal bars: #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in Force Distance Moment be It ft# 384.4 Soil Over HL (ab. water IN) 187.5 1.63 304.7 Soil Over HL (bel. water Ibl) 1.63 304.7 Watre Table Sloped Soil Over Heel = 17.6 1.75 30.8 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) = 126.0 1.00 126.0 Earth @ Stem Transitions= 341.7 Footing Weight = 300.0 1.00 300.0 Key Weight = 112.5 1.25 140.6 Vert. Component = 162.7 2.00 325.4 Total = 906.3 be R.MP 1,227.5 * 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. 02/06/2020 02:46:56 PM Page 5 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf @Pool Engineering, Inc. 2020 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 CBC INC. Retained Height = 2.67 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 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 = 2.60 OK Sliding = 1.50 OK Total Bearing Load = 886 lbs ...resultant ecc. = 5.31 in Project Name/Number : 820 2019 Title 820 2'8" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Cantilevered Retaining Wall Soil Data 0.0 #/ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 60.0 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 Sliding Calcs 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) Wind on Exposed Stem = 0.0 psf (Service Level) 6.3 psi OK Soil Pressure @ Toe = 1,060 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,483 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.1 psi OK Footing Shear @ Heel = 6.3 psi OK Allowable = 75.0 psi Sliding Calcs fb/FB+fa/Fa Lateral Sliding Force = 490.1 lbs less 100% Passive Force = - 400.0 lbs less 100% Friction Force = - 335.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I 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 FIE ft = Wall Material Above "HN = 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 lbs = Strength Level lbs = Moment.... Actual Concrete Data Service Level ft-#= Strength Level 0# = Moment..... Allowable = Shear..... Actual Service Level psi= Strength Level psi = Shear..... Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data Page: 1 Date: 1 NOV 2019 Code: CBC 2019,ACI 318-14,TMS 402-16 Adjacent Footing Load psi= Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 it at Back of Wall 63.0 Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD ASD ASD 6.00 # 4 16.00 3.375 0.248 213.4 189.7 761.9 3.2 51.1 67.50 3.38 I'm S psi= 2,000 Fs psi = 20,000 Solid Grouting = Yes Modular Ration' = 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 = 02/06/2020 02:46:56 PM Page 6 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf OPool Engineering, Inc. 2020 Project Name/Number : 820 2019 pool Pool Engineering, Inc. Title 820 218" T SHAPE 2:1 UP SLOPE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 1 NOV 2019 inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 2:1 UP SLOPE 60PCF Fax: (714) 630.6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX Retainer -(c) 7867-2018, Build 11.18.70.02 License - KW-06055901Cantile.9 vered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 406.3 Toe Width = 0.75 ft Heel Width = 1.25 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 0.75 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 Item 13 Force Distal lbs ft HL Act Pres (ab water tbl) 490.1 1.22 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 = Design Results Factored Pressure = 1,483 0 psf Mu': Upward = 4,258 11 ft-# Mu': Downward = 810 511 ft-# Mu: Design = 107 500 ft-# Actual 1 -Way Shear = 6.07 6.26 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spedd Key Reinforcing = None Spedd 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: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm 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 Moments Moment ft-# Total = 490.1 O.T.M. = Resisting/Overturning Ratio = 2.60 Vertical Loads used for Soil Pressure = 885.6 lbs 0.58 int 0.29 int A If two layers of horizontal bars: #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in Force Distance Moment lbs ft ft-# 660.4 Soil Over HL (ab. water tbl) 250.0 Soil Over HL (bel. water tbl) Werra Table Sloped Soil Over Heel = 17.6 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 Earth @ Stem Transitions= 1.63 406.3 1.63 406.3 1.75 30.8 1.00 168.0 599.1 Footing Weight = 300.0 1.00 300.0 Key Weight = 150.0 1.25 187.5 Vert. Component = 233.4 2.00 466.8 Total= 1,119.0 lbs R.MP 1,559.4 * Axial live load NOT included in total displayed, or used for overtuming 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. 02/06/2020 02:46:56 PM Page 7 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf OPool Engineering, Inc. 2020 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 CB( Criteria Retained Height = 3.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 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 = 2.37 OK Sliding = 1.57 OK Total Bearing Load = 1,096 lbs ...resultant ecc. = 6.63 in Project Name/Number : 820 2019 Title 820 3'4" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 60.0 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 ft Load Type = Wind (W) less 100% Passive Force = - (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) 0.0 lbs OK Soil Pressure @ Toe = 1,276 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,786 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.1 psi OK Footing Shear @ Heel = 7.5 psi OK Allowable = 75.0 psi Sliding Calcs fb/FB + fa/Fa Lateral Sliding Force = 665.0 lbs less 100% Passive Force = - 625.0 lbs less 100% Friction Force = - 420.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I 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 0.300 fb/FB + fa/Fa = Total Force @ Section = Service Level lbs = Strength Level lbs= 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= Anet(Masonry) int= Rebar Depth 'd' in = Masonry Data 2nd Page: 1 Date: 1 NOV 2019 Code: CBC 2019,ACI 318-14,TMS 402-16 nz� Adjacent Footing Load Stem OK Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall 5.375 Poisson's Ratio = 0.300 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 0.030 0.298 53.3 333.3 23.7 370.3 761.9 1,236.8 0.8 3.6 50.7 51.3 67.50 91.50 3.38 5.38 fm S 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= 02/06/2020 02:46:56 PM Page 8 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf ©Pool Engineering, Inc. 2020 Project Name/Number : 820 2019 Poo l Pool Engineering, Inc. Title 820 3'4" T SHAPE 2:1 UP SLOPE Page: 2 engineer[ng 1201 N. Tustin Ave. Dsgnr: KSJ Date: 1 NOV 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 2:1 UP SLOPE 60PCF Fax: (714) 630.6114 This Wall in File: \\pe-Ole\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX RetainPro (c) 1987-2019, Build 11.19.10.02 License:KWw06055901 _._.-.___--._ ._._ Cantilevered Retaining Wall Code: CBC 2019,ACI318-14,TMS402-16 Footing Data 0.65 int Toe Width = 1.00 It Heel Width = 1.25 Total Footing Width #4@ 16.67 in Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 1.00 It f = 2,500 psi Fy = 40,000 psi Fooling Concrete Density = 150.00 pcf Min. As % = 0.0020 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,786 0 psf Mu': Upward = 8,638 0 it-# Mu': Downward = 1,440 474 ft-# Mu: Design = 221 474 ft-# Actual l -Way Shear = 9.05 7.47 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Footing Torsion, Tu = 0.00 ft -lbs Fooling 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: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 0.65 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@ 6.33 in #4@ 16.67 in #5@ 12.92 in #5@ 25.83 in #6@ 18.33 in #6@ 36.67 in Summary of Overturnina & Resistina Forces & Moments 225.0 Force Dista Item lbs it HL Act Pres (ab water tbl) 665.0 1.44 HL Act Pres (be water IN) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = fta# Total = 665.0 O.T.M. _ Resisting/Overturning Ratio = 2.37 Vertical Loads used for Soil Pressure = 1,095.9 lbs .....RESISTING..... Force Distance lbs ft 989.1 Soil Over HL (ab. water tbl) 243.0 1.96 Soil Over HL (bel. water tbl) 1.96 Weirs Table Sloped Soil Over Heel = 10.6 2.06 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Moment ft-# 475.9 475.9 21.9 Stem Weight(s) = 252.0 1.31 329.0 Earth @ Stem Transitions= 27.8 1.58 44.0 960.4 Footing Weighl = 337.5 1.13 379.7 Key Weight = 225.0 1.50 337.5 Vert. Component = 305.5 2.25 687.4 Total = 1,401.4 lbs R.M= 2,275.3 * 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. 02/06/2020 02:46:56 PM Page 9 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf @Pool Engineering, Inc. 2020 pooI 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 CBC 201 Project Name/Number : 820 2019 Title 820 4'0" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Page: 1 Date: 1 NOV 2019 License: KW -0687-2019, Build 11.19.10.02 Cantilevered Retaining Wall Code: CBC 2019,AC 1318-14,TMS 402-16 License : KW -06055901 g Retained Height = 4.00 ft Wall height above soil = 0.00 It Slope Behind Wall = 2.00 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 = 2.51 OK Sliding = 1.64 OK Total Bearing Load = 1,350 lbs ...resultant ecc. = 6.88 in Soil Data 11124 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method ACI Factored @ Toe = 1,573 psf ACI Factored @ Heel = Active Heel Pressure = 60.0 psf/ft 11.3 psi OK Footing Shear @ Heel = 9.1 psi OK Allowable = 75.0 psi Sliding Calcs ASD Lateral Sliding Force = Passive Pressure = 200.0 psf/ft 900.0 lbs j 525.1 lbs Soil Density, Heel = 125.00 pcf ....for 1.5 Stability = ?i = Soil Density, Toe = 0.00 pcf Ll = 3.375 FootingIlSoil Friction = 0.300 Soil height to ignore = 0.104 0.516 Total Force @ Section for passive pressure = 0.00 in Service Level Ibs= Lateral Load Applied to Stem ` Adjacent Footing Load 480.0 Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 IDS ...Height to Top = 0.00 It Footing Width = 0.00 ft ...Height to Bottom = 0.00 it Eccentricity = 0.00 in Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Strength Level (Service Level) Footing Type Square Footing Base Above/Below Soil = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall (Service Level) Poisson's Ratio = 0.300 Soil Pressure @ Toe = 11124 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,573 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.3 psi OK Footing Shear @ Heel = 9.1 psi OK Allowable = 75.0 psi Sliding Calcs ASD Lateral Sliding Force = 866.7 lbs less 100% Passive Force = - 900.0 lbs less 100% Friction Force = - 525.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I 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 Stem Construction S 2nd Bottom Stem OK Stem OK Design Height Above Ftg ft= 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 = 0.104 0.516 Total Force @ Section Service Level Ibs= 120.0 480.0 Strength Level lbs= Moment.... Actual Service Level ft-#= 80.0 640.0 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 Shear..... Actual Service Level psi= 1.8 5.2 Strength Level psi = Shear., ...Allowable psi = 50.9 51.4 Anet (Masonry) int = 67.50 91.50 Rebar Depth 'd' in= 3.38 5.38 Masonry Data 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 = 02/06/2020 02:46:56 PM Page 10 of 17 W:\Details\Release\Calcs 2019\820 [19v3j.pdf ©Pool Engineering, Inc. 2020 Project Name/Number : 820 2019 pool Pool Engineering, Inc. Title 820 4'0" T SHAPE 2:1 UP SLOPE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 1 NOV 2019 inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 2:1 UP SLOPE 60PCF Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX RetalnPro (c) 1987-2019, Build 11.19.10.02 1 irensa. RWAan55901 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data Toe Width = 1.50 It Heel Width = 125 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 1.50 It Pc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pct Min. As % = 0.0020 Cover @ Top 3.00 @ Btm = 3.00 in he Hee Factored Pressure = 1,573 0 psf Mu': Upward = 16,818 1ft# Mu': Downward = 2,970 589 ft# Mu: Design = 526 588 ft# Actual l -Way Shear = 11.28 9.08 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spedd Heel Reinforcing = None Spedd Key Reinforcing = None Spec'd 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: Not req'd: Mu < phi*5*lambda*sgrt(fc)*8m 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 Summary of Overturning & Resisting Forces & Moments Item Force lbs ft# HLAct Pres (ab watertbl) 866.7 1.67 1,481.8 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 = 866.7 O.T.M. = 1,444.5 Resisting/Overturning Ratio = 2.51 Vertical Loads used for Soil Pressure = 1,350.5 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. 0.79 in2 0.29 in2 /t If two layers of horizontal bars: #4@ 16.67 in #5@ 25.83 in #6@ 36.67 in Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) W acre 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 Weight = Key Weight = Force Distance Moment lbs ft ft# 291.7 2.46 717.0 2.46 717.0 10.6 2.56 27.2 294.0 1.80 528.5 41.7 2.08 86.8 412.5 1.38 567.2 300.0 2.00 600.0 Vert. Component = 400.0 2.75 1,100.0 Total = 1,750.5 Ibs R.M= 3,626.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 02/06/2020 02:46:56 PM Page 11 of 17 W:\Details\Release\Calcs 2019\620 [19v3].pdf @Pool Engineering, Inc. 2020 pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Anaheim, CA 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC Project NamelNumber : 820 2019 Title 820 4'8" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Page: 1 Date: 1 NOV2019 RetainPro (c) 1987-2019, Build 11.18.10.02 License: KW -08055901 Cantilevered Retaining Wall code: CBC 2019,ACI 318-14,TMS 402-16 License To: POOL ENGINEERING INC. Criteria Soil Data Sliding = 1.53 OK Total Bearing Load Retained Height = 4.67 ft Allow Soil Bearing = 1,500.0 psi ...resultant ecc. = 7.86 in Wind (W) Equivalent Fluid Pressure Method (Service Level) Wind on Exposed Stem = 0.0 psf Wall height above soil = 0.00 ft Active Heel Pressure 60.0 psf/ft Fooling Shear @ Heel = I Allowable = Slope Behind Wall = 2.00 Sliding Calcs = Lateral Sliding Force = Height of Soil over Toe = 0.00 in = less 100% Passive Force = - 1,056.3 lbs less 100% Friction Force = - Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = _ Soil Density, Heel - 125.00 pcf Strength Level ft-#= Moment..... Allowable Soil Density, Toe = 0.00 pcf Shear..... Actual Service Level FootingIlSoil Friction = 0.300 Strength Level psi = Shear..... Allowable Soil height to ignore Anet (Masonry) int = Rebar Depth 'd' for passive pressure = 0.00 in Masonry Data Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psi 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 = 2.53 OK Sliding = 1.53 OK Total Bearing Load = 1,568 lbs ...resultant ecc. = 7.86 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) 1,509 psi (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Fooling Shear @ Heel = Soil Pressure @ Toe = 1,078 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,509 psi ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 13.5 psi OK Fooling Shear @ Heel = 11.0 psi OK Allowable = 75.0 psi Sliding Calcs = Lateral Sliding Force = 1,095.2 lbs less 100% Passive Force = - 1,056.3 lbs less 100% Friction Force = - 622.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I 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 it = Wall Material Above "Hl" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 0.300 fb/FB+fa/Fa = Total Force @ Section Masonry Block Type Service Level lbs = Strength Level lbs = Moment.... Actual Concrete Data Service Level ft-#= Strength Level ft-#= Moment..... Allowable ft-#= Shear..... Actual Service Level psi = Strength Level psi = Shear..... Allowable psi = Anet (Masonry) int = Rebar Depth 'd' in = Masonry Data Stem OK 2.00 Masonry ASD 6.00 # 4 16.00 3.375 Adjacent Footing Load psi= Adjacent Footing Load = 0.0 lbs Fooling Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 it at Back of Wall Short Term Factor Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry ASD 8.00 # 4 16.00 5.375 0.248 0.821 213.4 653.4 189.7 1,016.5 761.9 1,236.8 3.2 7.1 51.1 51.6 67.50 91.50 3.38 5.38 fm S 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 Weighs Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 2,000 20,000 Yes 16.11 84.0 1.000 7.60 02/06/2020 02:46:56 PM Page 12 of 17 W:\Details\Release\Calcs 2019\620 [19v3].pdf ©Pool Engineering, Inc. 2020 p00' Pool Engineering, Inc. engineering 1201 N. Tustin Ave. inc. Anaheim, CA 92807 Phone: (714) 630-6100 Fax: (714) 630.6114 This Wall in File: Footing Data Min footing T&S reinf Area 0.94 in2 Toe Width = 2.00 It Heel Width = 1.25 Total Footing Width = 3.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 27.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pot Min. As % = 0.0020 Cover @ Top 3.00 @ Btm = 3.00 in Project Name/Number : 820 2019 Title 820 418" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF Page: 2 Date: 1 NOV 2019 CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Design Results iQp Heel Factored Pressure = 1,509 0 psf Mu': Upward = 27,912 1 ft# Mu': Downward = 5,040 716 ft# Mu: Design = 930 715 ft# Actual 1 -Way Shear = 13.50 11.02 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 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: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm 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. 02/06/2020 02:46:56 PM Page 13 of 17 W:\Details\Release\Calcs 2019\620 [19v3].pdf OPool Engineering, Inc. 2020 Min footing T&S reinf Area 0.94 in2 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 Summary of Overturning 8 Resisting Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft# lbs ft R-# HL Act Pres (ab water tbl) 1,095.2 1.89 2,115.7 Soil Over HL (ab. water tbl) 340.3 2.96 1,006.7 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 2.96 1,006.7 Hydrostatic Force Weirs Table Buoyant Force = Sloped Soil Over Heel = 10.6 3.06 32.5 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) = 336.0 2.29 770.0 Earth @ Stem Transitions= 55.6 2.58 143.5 Total = 1,095.2 O.T.M. = 2,068.8 Footing Weight = 487.5 1.63 792.2 Key Weight = 337.5 2.50 843.8 Resisting/Overturning Ratio = 2.53 Vert. Component = 507.2 3.25 1,648.4 Vertical Loads used for Soil Pressure = 1,567.5 lbs Total = 2,074.7 lbs R.M? 5,237.1 * 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. 02/06/2020 02:46:56 PM Page 13 of 17 W:\Details\Release\Calcs 2019\620 [19v3].pdf OPool Engineering, Inc. 2020 pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. inc. Anaheim, CA 92807 Phone: (714)630-6100 Email: info@pooleng.< This Wall in File: W:\Details\Standards CBC 2019\RI Criteria Retained Height = 5.33 it Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 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 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 = 2.31 OK Sliding = 1.57 OK Total Bearing Load = 1,791 be ...resultant ecc. = 9.91 in Project Name/Number : 820 2019 Title 820 S'4" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Cantilevered Retaining Wall Soil Data = 0.0 #/ft Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 60.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf FoolingilSoil Friction = 0.300 Soil height to ignore 75.0 psi 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) 1,809 psf (Service Level) Soil Pressure @ Toe = 1,292 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,809 psf ACI Factored @ Heel = 0 psf Fooling Shear @ Toe = 16.8 psi OK Footing Shear @ Heel = 10.0 psi OK Allowable = 75.0 psi Sliding Calcs Masonry Lateral Sliding Force = 1,349.9 IDS less 100% Passive Force = - 1,406.3 lbs less 100% Friction Force = - 716.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure I NOT considered in the calculation of soil bearing Load Factors = U.0 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 Wind on Exposed Stem = 0.0 psf (Service Level) Page: 1 Date: 1 NOV 2019 Code: CBC 2019,ACI 318-14,TMS 402-16 Adjacent Footing Load = U.0 IDS Fooling 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 It at Back of Wall 2.00 Poisson's Ratio = 0.300 Stem Construction S 3rd 2nd Bottom Stem OK Stem OK Stem OK Design Height Above Ftp 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 8.00 Rebar Placed at = 3.375 5.375 8.875 Design Data fb/FB+fa/Fa = 0.030 0.298 0.373 Total Force @ Section Service Level Ibs= 53.3 333.3 853.2 Strength Level Ibs= Moment.... Actual Service Level ft-#= 23.7 370.3 1,516.8 Strength Level ft-#= Moment..... Allowable ft-#= 761.9 1,236.8 4,054.0 Shear..... Actual Service Level psi= 0.8 3.6 6.1 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= 02/06/2020 02:46:56 PM Page 14 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf OPool Engineering, Inc. 2020 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. 02/06/2020 02:46:56 PM Page 15 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf OPool Engineering, Inc. 2020 Project Name/Number : 820 2019 pppl Pool Engineering, Inc. Title 820 5'4" T SHAPE 2:1 UP SLOPE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Date: 1 NOV 2019 inc. Anaheim, CA 92807 Description.... Phone: (714)630-6100 2:1 UP SLOPE 60PCF Email: info@pooleng.com This Wall in File: W:\Details\Standards CBC 2019\RelainingWall 2019 CBC\820\820 2019.RPX Licenser: (c) 1987-2019, Build 11.19.11.12 Ctilevered RetainingWall Code: CBC 2019,ACI 318-14,TMS 402-16 an P 55901 License: To: License To :POOL ENGINEERING, INC. Footing Data Footing Design Results Toe Width = 2.25 ft Toe Heel Heel Width = 1.25 Factored Pressure = 1,809 0 psf Total Footing Width = 3.50 Mu': Upward = 40,073 0 ft# Footing Thickness = 12.00 in Mu': Downward = 6,683 331 ft# Mu: Design = 1,256 331 ft# Key Width = 12.00 in Actual 1 -Way Shear = 16.77 10.00 psi Key Depth = 33.00 in Allow 1 -Way Shear = 40.00 40.00 psi Key Distance from Toe = 225 it Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd 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*lambda*sgrt(fc)*8m Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 1.01 in2 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 Summary of Overturning & Resisting Forces & Moments .....RESISTING..... .....OVERTURNING..... Force Distance Moment Force Distance Moment Item lbs It ft# lbs ft ft# HL Act Pres (ab water tbl) 1,349.9 2.11 2,693.4 Soil Over HL (ab. water tbl) 166.7 3.38 562.5 HL Act Pres (be water tbl) Soil Over HL (bel. water tbl) 3.38 562.5 Hydrostatic Force Watre Table Buoyant Force = Sloped Soil Over Heel = 2.0 3.42 6.7 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) = 518.0 2.66 1,375.4 Earth @ Stem Transitions= 166.6 3.04 506.9 Total = 1,349.9 O.T.M. = 2,849.7 Footing Weighl = 525.0 1.75 918.8 Key Weight = 412.5 2.75 1,134.4 Resisting/Overtuming Ratio = 2.31 Vert. Component = 595.8 3.50 2,085.2 Vertical Loads used for Soil Pressure = 1,790.7 lbs Total = 2,386.5 lbs R.M.= 6,589.8 `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. 02/06/2020 02:46:56 PM Page 15 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf OPool Engineering, Inc. 2020 pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Anaheim, CA 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 This Wall in File: \\pe-file\pool\Details\Standards CBC 201 Project Name/Number : 820 2019 Title 820 6'0" T SHAPE 2:1 UP SLOPE Dsgnr: KSJ Description.... 2:1 UP SLOPE 60PCF 2019 CBC\820\820 2019.RPX Page: 1 Date: 1 NOV 2019 Retain- Pro (c)1997-2919, Build 77.79.70.92 License : KW -06055901 Cantilevered Cantilevered RetainingWall Code: CBC 2019,ACI 318-14,TMS 402-16 Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 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 AxialLoad 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 = 2.34 OK Sliding = 1.62 OK Total Bearing Load = 2,045 lbs ...resultant ecc. = 11.05 in Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 60.0 psf/ft Passive Pressure = 200.0 psf/ftj� 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 ` Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs ...Height to Top = 0.00 It Footing Width = 0.00 ft ...Height to Bottom = 0.00 It Eccentricity = 0.00 in Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft (Service Level) Footing Type Square Footing Base Above/Below Soil = 0.0 It Wind on Exposed Stem = 0.0 psf at Back of Wall (Service Level) Poisson's Ratio = 0.300 Soil Pressure @ Toe = 1,263 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,768 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 19.2 psi OK Footing Shear @ Heel = 11.9 psi OK Allowable = 75.0 psi Sliding Calcis = Lateral Sliding Force = 1,631.7 lbs less 100% Passive Force = - 1,806.3 lbs less 100% Friction Force = - 831.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs O Stem Construction K 0.516 Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 51.8 fb/FB + fa/Fa = Total Force @ Section 3.38 Service Level lbs = Strength Level lbs = Moment.... Actual Concrete Data Service Level ft-#= Strength Level ft-#= Moment.....Allowable ft-#= Shear..... Actual Seismic, E Service Level psi= Strength Level psi= Shear..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data 3rd Stem Masonry ASD 6.00 # 4 16.00 3.375 Stem OK 2.00 Masonry ASD 8.00 # 4 16.00 5.375 Bottom Stem OK 0.00 Masonry ASD 12.00 # 4 8.00 8.875 0.104 0.516 0.532 120.0 480.0 1,080.0 80.0 640.0 2,160.0 761.9 1,236.8 4,054.0 1.8 5.2 7.7 50.9 51.4 51.8 67.50 91.50 139.50 3.38 5.38 8.88 fm psi= 2,000 Fs psi= 20,000 Vertical component of active lateral soil pressure IS Solid Grouting = Yes NOT considered in the calculation of soil bearing Modular Ratio'n' = 16.11 02/06/2020 02:46:56 PM W:\Details\Release\Calcs 2019\820 [19v3j.pdf 2,000 2,000 20,000 20,000 Yes Yes 16.11 16.11 84.0 133.0 1.000 1.000 7.60 11.60 Page 16 of 17 ©Pool Engineering, Inc. 2020 Wall Weight psf= 63.0 Load Factors Short Term Factor = 1.000 Building Code CBC 2019,ACI Equiv. Solid Thick. in= 5.60 Dead Load 1.200 Masonry Block Type = Normal Weigh 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 = 02/06/2020 02:46:56 PM W:\Details\Release\Calcs 2019\820 [19v3j.pdf 2,000 2,000 20,000 20,000 Yes Yes 16.11 16.11 84.0 133.0 1.000 1.000 7.60 11.60 Page 16 of 17 ©Pool Engineering, Inc. 2020 Project Name/Number : 820 2019 pool Pool Engineering, Inc. Title 820 6'0" T SHAPE 2:1 UP SLOPE Page: 2 engineering 1201 N. Tustin Ave. Dsgnr: KSJ Dale: 1 NOV 2019 Inc. Anaheim, CA 92807 Description.... Phone: (714) 630-6100 2:1 UP SLOPE 60PCF Fax: (714) 6304114 This Wall in File: \\pe-file\pool\Details\Standards CBC 2019\RetainingWall 2019 CBC\820\820 2019.RPX Retainer: 987-2019, Build 11.19.10.02 License: KWW-06055901 Cantileveredg Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Footing Data 1.15 int Toe Width = 2.75 it Heel Width = 1.25 Total Fooling Width = 4.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 39.00 in Key Distance from Toe = 2.75 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 Design Results Is& Heel Factored Pressure = 1,768 0 psf Mu': Upward = 57,528 0 ft-# Mu': Downward = 9,653 392 ft-# Mu: Design = 1,902 392 ft-# Actual l -Way Shear = 19.19 11.94 psi Allow 1 -Way Shear = 40.00 40.00 psi Toe Reinforcing = None Spedd Heel Reinforcing = None Spedd Key Reinforcing = None Spec'd 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: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Min footing T&S reinf Area 1.15 int Min footing T&S reinf Area per foot 0.29 int 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 487.5 Item Force Distance lbs It HL Act Pres (ab water tbl) 1,631.7 2.33 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 = ft-# 3,617.1 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 = Total = 1,631.7 O.T.M. = 3,807.3 Resisting/Overturning Ratio = 2.34 Vertical Loads used for Soil Pressure = 2,045.3 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. Force Distance Moment lbs It ft-# 187.5 3.88 726.6 3.88 726.6 2.0 3.92 7.6 Stem Weight(s) = 560.0 3.14 1,760.5 Earth @ Stem Transitions= 208.3 3.53 736.1 Footing Weight = 600.0 2.00 1,200.0 Key Weight = 487.5 3.25 1,584.4 Vert. Component = 725.2 4.00 2,900.8 Total = 2,770.5 lbs R.M = 8,916.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 02/06/2020 02:46:56 PM Page 17 of 17 W:\Details\Release\Calcs 2019\820 [19v3].pdf ©Pool Engineering, Inc. 2020