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HomeMy WebLinkAboutX2017-1924 - CalcsWD6oltaXy X2o1�--1q2� Poo' 1201 N. Tustin Avenue engineering Anaheim, CA 92807 / inC. Fax: (714) 630-6114 Phone: (714) 630-6100 1'-4" to 6'-0" HIGH WITH T BLOCK WALL ABOVE STRUCTURAL CALCULATIONS \rho FOR T SHAPE HIGH �.\L ABOVE � a � , C>1 u� o iz 6 i S J vJ JJ J v DESIGN BASED ON CBC 20116 EDITION AND IBC 2015 EDITION LATERAL LOAD ANALYSIS PER ASCE 7 FOUNDATION PRESSURE: 1500psf PASSIVE PRESSURE: 200pcf ACTIVE PRESSURE — EXPANSIVE SOIL: 45pcf FRICTION: 0.30 CONCRETE: f,'= 2500psi MASONRY: fm' = 1500psi REINFORCING: fy = 40000psi (Grade 40) (or as noted) 01/03/2017 03:23:50 PM W:\Details\Release\Calcs 2016\840 [v1.3].pdf NO, Page 1 of 36 ©Pool Engineering, Inc. 2017 Designer: J. Collm5 5ei5mic/Wmd Analysis PEI Detail #84C Freestanding Masonry Wall Pree5tanding Masonry Wali Analysis and De51gn Seismic and wind anaylsi5 in accordance with A5CE 7-10 * 18C 201 5/C15C 201 G Wind Loading_on Solid Free5tanding Wall - Strength Level De5lcgn Determine Velocity Pressure z:= 6ft max. exposed height above ground Lµ,:= 12in min. length of wall RC := 1 Ri5kCategory (ASCE 7, Table 1.5-1) V:= 100mph Basic Wind Speed (ASCE 7, Figure 2G.5- I C) Exp := C Exposure Category (ASCE 7, Section 26.7.3) Kz = 0.85 Velocity Exposure Coefficient (ASCE 7, Section 29.3. 1 ) Kzr:= 1.0 Topographic Factor (ASCE 7, Section 26.8.2) Kd:= 0.85 Wind Directionality Factor (ASCE 7, Section 2G.G) qz:= 0.00256 -K, -K Kd-V L %= 18.5-psf Velocity Pressure (ASCE 7, Section 29.3.2) 10.75 T,,:= 0.021 z I s Ta= 0.077 s Approximate Fundamental Period (ASCE 7 Eq. 12.5-7) It f:= 1 f = 13.042•Hz Approximate Fundamental Frequency of Structure Ta Structure = "Is a rigid structure in accordance with ASCE 7-10 Section 26.2" G = 0.85 Gust Effect Factor (ASCE 7, Section 26.9) Cf= 1.667 Net Force Coefficient (ASCE 7, Figure 29.4-1) p := qi GCf p = 26.2-psf Design Wind Pressure (ASCE 7, Section 29.4- 1 ) pw,:= 0.6-p p,= 15.7 psf service level wind pressure (IBC/CBC Section 1 605.3. I ) 01/03/2017 03:23:50 PM Page 3 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf ©Pool Engineering, Inc. 2017 Designer: J. Collins 505mic/Wind Analy5i5 PEI Detail #840 Free5tandm6j Masonry Wall Seismic Loadlnq - Design based on IBC/CBC Chapter I G and ASCE 7 Chapters 12 4� 15 Structure Fundamental Period (ASCE 7 Sect. 12.8 2) /h 0.75 h = 6 ft max. height from base to highest level of Structure T = 0.02. —1 T = 0.077 ft Non -Building Structure (ASCE 7 Sect. 15.4) I:= 1.0 occupancy importance factor (ASCE 7 Sect. 1 1.5. 1) R := 3 response modification factor (ASCE 7 Table 15.4-2) p:= 1.0 redundancy factor (ASCE 7 Sect. 1 2.3.4) A5CE 7 Eq. 1 2.8-7 5eicmic Ground Motion Values Site Class := D (ASCE 7 Sect. 1 1.4.2) Ss := 1.5 short -period Spectral response acceleration (ASCE 7 Sect. 1 1 .4. 1 ) S's = 1.5 modified short-penod acceleration (ASCE 7 Sect. 12.8,1 .3) SI := 1.3 1-5ec spectral response acceleration (ASCE 7 Sect. 1 1 .4. 1) Fa = 1 ASCE 7 Table 1 1.4-1 F, = 1.5 ASCE 7 Table 1 1.4-2 SMS := F, -S's SMS = 1.5 Max. spectral acceleration for short penod5 (ASCE 7 Eq. 1 1.4-1 ) SMI := F, -SI SMI = 1.95 Max. spectral acceleration for a 1 -sec. periord (ASCE 7 Eq. 1 1 .4-2) SDS := (2 - 3) SMS SDS = 1 short period design spectral acceleration parameter (ASCE 7 Eq. 1 1.4-3) SDI := (2 3) -SMI SDI = 1.3 1-5ec penod design spectral acceleration parameter (ASCE 7 Eq. 1 1.4-4) 5615MIC Response Coefficient (ASCE 7 section 1 2.8. 1 . I * Section 15.4. 1 ) Csl _ SDS Cst = 0.333 A5CE 7 Eq. 12.8-2 (R = I) C,2:= SDI Cs2 = 5.652 ASCE 7 Eq. 12.5-3 T(R - I) C,3:= max(0.044 SDS,0.03) C,3:= 0.03 ASCE 7 Eq, 1 5.4- 1 0.8 -SI CA := Cs4 = 0.347 ASCE 7 Eq. 15.4-2 (R_I) Cs :=I max(min(Csl,Cs2),Cs3,Cs4) if SI >_ 0.6 Cs = 0.347 governing seismic response coefficient max�min�Csi,Cs2J,Cs3� otherwise Sf:= 0.7p -Cs Sf = 0.243 Service level Seismic factor (IBC/CBC Section 1 (S05.3. I ) Determine Max. Lateral Loadlnq W:= 48psf weight of freestanding masonry wall (G -inch Normal Weight CMU, grouted at 24-orche5 O.C.) pe:= Sf-W fie = 11.6-psf service level Seismic pressure p,nax := max , P„ ) p,nax = 15.7 ps Controlling -Load = "WIND" 01/03/2017 03:23:50 PM Page 4 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf ©Pool Engineering, Inc. 2017 icense To : POOL ENGINEERING, INC Criteria Poo Pool Engineering, Inc. 1.33 ft engineering 1201 N. Tustin Ave. Inc. Anaheim, CA. 92807 Height of Soil over Toe = Phone; (714) 630-6100 0.0 ft Fax: (714) 630-6114 Footing Shear @ Heel = This Wall in File: w:\details\standards cbc 2016Vetaii icense To : POOL ENGINEERING, INC Criteria 920 psf OK Retained Height = 1.33 ft Wall height above soil = 6.00 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 be Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.74 OK Sliding = 1.54 OK Total Bearing Load = 780 lbs ...resultant am. = 6.21 in Soil Pressure @ Toe = 920 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 1,288 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.6 psi OK Footing Shear @ Heel = 1.9 psi OK Allowable = 75.0 psi Sliding Calcs = 0.00 in Lateral Sliding Force = 216.7 lbs less 100% Passive Force = - 100.0 lbs less 100% Friction Force = - 234.1 be Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Title 840 1'-4" W/ LATERAL Job #: Dsgnr: J. Collins Description.... 1'-4" RETAINING WALL W/ 6' BLOCK FENCE FOR LAT LOADING 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Soil Data Lateral Load = 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 0.300 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) 0.00 ft (Service Level) Wind on Exposed Stem = 15.7 psf (Service Level) 0.0 ft Page: 1 Date: 21 DEC 2016 DESIGNED Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load 1,500 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 Wall Material Above "Ht" = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem Construction 1,500 2nd Bottom 20,000 20,000 Stem OK Stem OK Design Height Above Ftg ft= 1.33 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASD Thickness = 6.00 6.00 Rebar Size =. # 4 # 4 Rebar Spacing = 24.00 24.00 Rebar Placed at = Center 3.375 Design Data fb/FB + fa/Fa = 0.692 0.841 Total Force @ Section Service Level lbs = 94.2 134.2 Strength Level lbs= Moment.... Actual Service Level ft-#= 282.9 425.9 Strength Level ft-#= Moment..... Allowable ft-#= 408.7 506.5 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 4.0 2.0 psi = psi = 45.3 45.2 in2 = 23.38 67.50 in = 2.75 3.38 psi= 1,500 1,500 psi = 20,000 20,000 = No Yes = 25.78 25.78 psf = 48.0 63.0 = 1.000 1.000 in = 4.10 5.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 5 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf ©Pool Engineering, Inc. 2017 Poo l Pool Engineering, Inc. Title 840 1'-4" W/ LATERAL Page : 2 11- engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630.6100 1'-4" RETAINING WALL WI 6' BLOCK FENCE DESIGNED Fax: (714) 630.6114 FOR LAT LOADING This Wall in File: w:\details\standards cbc gwall 2016 cbc\840\840 2016.RPX cense :Kw-ososs901 Cantilevered Retaining Wall Code: CBC 2016,AC1318-143ACI 530-13 Footing Dimensions & Strengths Toe Width = 1.17 ft Heel Width = 1.00 Total Footing Width = 2.17 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 % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,288 0 psf Mu': Upward = 676 0 ft-# Mu': Downward = 149 71 ft-# Mu: Design = 527 71 ft-# Actual 1 -Way Shear = 7.61 1.86 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 24.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spedd 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@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.56 int 0.26 in2 ift If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Summary of Overturning & Resistina Forces & Moments I Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = .....OVERTURNING..... Force Distance Moment lbs ft ft-# 122.5 0.78 95.2 94.2 5.33 502.4 Total 216.7 O.T.M. 597.6 Resisting/Overturning Ratio = 1.74 Vertical Loads used for Soil Pressure = 780.3 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. Soil Over Heel = 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 = Vert. Component = Force Distance Moment lbs It ft-# 83.3 1.92 159.7 371.9 1.42 325.1 1.08 2.17 527.0 352.2 Total = 780.3 lbs R.M.= 1,038.9 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. T[It Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.086 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 6 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf @Pool Engineering, Inc. 2017 Criteria pool Pool Engineering, Inc. 1.33 ft engineering 1201 N. Tustin Ave. inC Anaheim, CA. 92807 Height of Soil over Toe = Phone: (714) 630-6100 Water height over heel = Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 2016\retail Criteria 235 psf OK Retained Height = 1.33 ft Wall height above soil = 6.00 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 10.91 OK Sliding = 2.73 OK Total Bearing Load = 780 Ibs ...resultant ecc. = 1.51 in Soil Pressure @ Toe = 235 psf OK Soil Pressure @ Heel = 486 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 328 psf ACI Factored @ Heel = 680 psf Footing Shear @ Toe = 2.8 psi OK Footing Shear @ Heel = 1.3 psi OK Allowable = 75.0 psi Sliding Calcs in Lateral Sliding Force = 122.5 lbs less 100% Passive Force = - 100.0 Ibs less 100% Friction Force = - 234.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 Stability = 0.0 Ibs OK Title 840 1'-4" W/O LATERAL Job #: Dsgnr: J. Collins Description.... V-4" RETAINING WALL WITH V BLOCK FENCE WITHOUT LAT LOADING 2016 cbc\840\840 2016.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 FootIngjjSoil Friction = 0.300 Soil height to ignore Load Type 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) Thickness (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction = au IDs Footing Width Design Height Above Ftg ft= Wall Material Above "Hf' _ Design Method = Thickness = Rebar Size = Rebar Spacing _ Rebar Placed at = Design Data in fb/FB + fa/Fa = Total Force @ Section Normal Weight Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-#= Moment..... Allowable ft-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in = 2nd Stem OK 1.33 Masonry ASD 6.00 # 4 24.00 Center Page: 1 Date: 21 DEC2016 DESIGNED Code: CBC 2016,ACI 318-14,ACI 530-13 lotina Load Aalacent rooting Loaa = au IDs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 it Footing Type Square Footing Base Above/Below Soil 25.78 at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Bottom 1.000 Stem OK 0.00 Masonry ASD 6.00 # 4 24.00 3.375 0.000 0.035 0.0 40.0 0.0 17.8 408.7 506.5 0.0 0.6 79.1 45.2 23.38 67.50 2.75 3.38 psi= 1,500 1,500 psi = 20,000 20,000 = No Yes = 25.78 25.78 psf = 48.0 63.0 = 1.000 1.000 in 4.10 5.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 7 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 P engineering Pool Engineering, Inc. 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630-6100 Fax: (714) 630.6114 Title 840 1'-4" W/O LATERAL Job #: Dsgnr: J. Collins Description.... V-4" RETAINING WALL WITH 6' BLOCK FENCE WITHOUT LAT LOADING This Wall in File: w:\detaiMstandards cbc 2016\retainingwall 2016 cbc\840\840 2016.RPX Page : 2 Date: 21 DEC 2016 DESIGNED License &-0e0'55901' Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1 r.. - onni uar Footing Dimensions & Strengths Toe Width = 1.17 ft Heel Width = 1.00 Total Footing Width = 2.17 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 % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results 0.56 int Toe Heel Factored Pressure = 328 680 psf Mu' : Upward = 267 91 ft# Mu': Downward = 149 71 ft-# Mu: Design = 118 -19 ft# Actual 1 -Way Shear = 2.78 1.27 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 24.00 in Surcharge Over Heel = Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Adjacent Footing Load = 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 0.56 int Min footing T&S reinf Area per foot 0.26 int /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments Sloped Soil Over Heel = Force Distance Moment Force Distance Moment Item lbs ft ft# Ibs ft ft# Heel Active Pressure = 122.5 0.78 95.2 Soil Over Heel = 83.3 1.92 159.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 122.5 O.T.M. 95.2 Stem Weight(s) = 371.9 1.42 527.0 Earth @ Stem Transitions = _ = Footing Weight = 325.1 1.08 352.2 Resisting/Overturning Ratio = 10.91 Key Weight = Vertical Loads used for Soil Pressure = 780.3 Ibs Vert. Component = 2.17 Total = 780.3 Ibs R.M.= 1,038.9 ' 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. T[It Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.086 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 8 of 36 W:\Details\Release\Calcs 2016\840 [vl.3j.pdf @Pool Engineering, Inc. 2017 pool Pool Engineering, Inc. eng[neering 1201 N. Tustin Ave. Inc. Anaheim, CA. 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 2016\retair icense To: POOL ENGINEERING, INC Criteria 1,147 psf OK Retained Height = 2.00 ft Wall height above soil = 6.00 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 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 be Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.63 OK Sliding = 1.52 OK Total Bearing Load = 914 lbs ...resultant ecc. = 6.62 in Soil Pressure @ Toe = 1,147 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,605 psi ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.6 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Calcs in = Lateral Sliding Force = 296.7 lbs less 100% Passive Force = - 177.8 lbs less 100% Friction Force = - 274.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 IDS OK Title 840 2'A" W/ LATERAL Job #: Dsgnr: J. Collins Description.... 2'-0" RETAINING WALL WITH V BLOCK FENCE LOADING 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 1,500.0 psi 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 Footingl[Soil Friction = 0.300 Soil height to ignore Load Type 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) 1.600 (Service Level) Wind on Exposed Stem = 15.7 psi (Service Level) Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level IDS = Strength Level Ibs= Moment.... Actual Service Level its= Strength Level ft-#= Moment..... Allowable ft-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors = u.0 IDs Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ration' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = int = in = 2nd Stem OK 2.00 Masonry ASD 6.00 # 4 24.00 Center Page: 1 Date: 21 DEC 2016 DESIGNED FOR LAT Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load Halacent roonng Loaa = u.0 IDs 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 25.78 at Back of Wall = 0.0 it Poisson's Ratio = 0.300 Bottom 1.000 Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 3.375 0.691 0.713 94.2 184.2 282.6 531.0 408.7 744.8 4.0 2.7 45.3 45.4 23.38 67.50 2.75 3.38 psi= 1,500 1,500 psi = 20,000 20,000 = No Yes = 25.78 25.78 psf= 48.0 63.0 = 1.000 1.000 in = 4.10 5.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 9 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 pool Pool Engineering, Inc. Title 840 2'-0" W/ LATERAL Page : 2 engineering 1 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630.6100 2'-0" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED FOR LAT Fax: (714) 630.6114 LOADING This Wall in File: w:\details\standards cbc 2016 cbc\840\840 2016.RPX License Kw-usoss90.1- Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width = 1.17 ft Heel Width = 1.00 Total Footing Width = 2.17 Footing Thickness = 12.00 in Key Width = 12.00m Key Depth = 4.00 in Key Distance from Toe = 1.00 It fe = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,605 0 psf Mu': Upward = 826 0 ft-# Mu': Downward = 149 90 ft-# Mu: Design = 678 90 ft-# Actual 1 -Way Shear = 9.59 2.35 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spedd Key Reinforcing = None Spec'd 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 fooling T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.56 int 0.26 int /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Summary of Overturnina &Resistina Forces & Moments 1 Item Force lbs Heel Active Pressure = 202.5 1.00 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 94.2 6.00 Total 296.7 O.T.M ft-# Resisting/Overturning Ratio = 1.63 Vertical Loads used for Soil Pressure = 914.1 lbs 202.5 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 565.2 "Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = 767.7 Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = 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 ft ft-# 125.0 1.92 239.6 414.0 1.42 325.1 1.08 50.0 1.50 2.17 586.6 352.2 75.0 Total = 914.1 lbs R.M.= 1,253.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. T[It Horizontal Deflection at Top of Wal[ due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.118 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 10 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf @Pool Engineering, Inc. 2017 Poo Pool Engineering, Inc. Title 840 2'-0" W/O LATERAL ,.i _ engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins inc. Anaheim, CA. 92807 Description.... 0.00 in Phone: (714) 630-6100 2'-0" RETAINING WALL WITH 6' BLOCK FENCE 4.1 psi OK Fax: (714) 630-6114 WITHOUT LAT LOADING This Wall in File: w:\details\standards cbc 2016\retainingwall 2016 cbc\840\840 2016.RPX Criteria 344 psf OK Retained Height = 2.00 ft Wall height above soil = 6.00 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 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Itis Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 6.19 OK Sliding = 2.23 OK Total Bearing Load = 914 lbs ...resultant ecc. = 0.80 in Soil Pressure @ Toe = 344 psf OK Soil Pressure @ Heel = 499 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 482 psf ACI Factored @ Heel = 699 psf Footing Shear @ Toe = 4.1 psi OK Footing Shear @ Heel = 1.0 psi OK Allowable = 75.0 psi Sliding Calcs = 0.00 in Lateral Sliding Force = 202.5 lbs less 100% Passive Force = - 177.8 Itis less 100% Friction Force = - 274.2 Itis Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Cantilevered Retaining Wall Soil Data Lateral Load = 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 pct Soil Density, Toe = 0.00 pcf FoofingIlSoil Friction = 0.300 Soil height to ignore Design Data 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) = (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Rebar Placed at Stem Construction 1,500 Design Height Above Fig ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment.... Actual Service Level ft-#= Strength Level ft# = Moment..... Allowable ft-# = Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors 1,500 Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Fc Fy psi = psi = psi = int = in= Stem OK 2.00 Masonry ASD 6.00 # 4 24.00 Center Page: 1 Date: 21 DEC 2016 DESIGNED Code: CBC 2016,ACI 318-14,ACI 530-13 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 0.000 0.081 90.0 60.0 408.7 744.8 1.3 79.2 45.4 23.38 67.50 2.75 3.38 psi = 1,500 1,500 psi = 20,000 20,000 = No Yes = 25.78 25.78 psf = 48.0 63.0 = 1.000 1.000 in= 4.10 5.60 = Normal Weight = ASD psi = psi = LIM ios = 0.00 ft = 0.00 in = 0.00 ft Square Footing = 0.0 It = 0.300 01/03/2017 03:23:50 PM Page 11 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 - pool Pool Engineering, Inc. Title 840 2'-0" W/O LATERAL Page : 2 engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 2'-0" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED Fax: (714) 630.6114 WITHOUT LAT LOADING This Wall in File: w:\details\standards cbc 2016 cbc\840\840 2016.RPX License liw-oeo'ss9tii' "� "'"""' Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width = 1.17ft Heel Width = 1.00 Total Footing Width = 2.17 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 4.00 in Key Distance from Toe = 1.00 It fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Toe Heel Factored Pressure = 482 699 psf Mu': Upward = 355 91 ft-# Mu': Downward = 149 90 ft-# Mu: Design = 206 -1 ft-# Actual 1 -Way Shear = 4.12 0.95 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spedd Key Reinforcing = None Specd 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 01/03/2017 03:23:50 PM W:\Details\Release\Calcs 2016\840 [vl.3].pdf Page 12 of 36 ©Pool Engineering, Inc. 2017 Min footing T&S reinf Area 0.56 int Min footing T&S reinf Area per foot 0.26 int A If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# lbs It ft-# Heel Active Pressure = 202.5 1.00 202.5 Soil Over Heel = 125.0 1.92 239.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = ' Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 202.5 O.T.M. 202.5 Stem Weight(s) = 414.0 1.42 586.6 Earth @ Stem Transitions = _ = Footing Weight = 325.1 1.08 352.2 Resisting/Overturning Ratio = 6.19 Key Weight = 50.0 1.50 75.0 Vertical Loads used for Soil Pressure = 914.1 lbs Vert. Component = 2.17 Total = 914.1 lbs R.M.= 1,253.5 ' 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. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.118 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM W:\Details\Release\Calcs 2016\840 [vl.3].pdf Page 12 of 36 ©Pool Engineering, Inc. 2017 Pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 2016\retair Criter[a 1,187 psf OK Retained Height = 2.67 It Wall height above soil = 6.00 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 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 = 1.65 OK Sliding = 1.51 OK Total Bearing Load = 1,073 lbs ...resultant ecc. = 6.77 in Soil Pressure @ Toe = 1,187 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,662 psi ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 11.4 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 psi Sliding Calcs 4.10 Lateral Sliding Force = 396.8 lbs less 100% Passive Force = - 277.8 lbs less 100% Friction Force = - 321.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Title 840 2'-8" WI LATERAL Job #: Dsgnr: J. Collins Description.... 2'-8" RETAINING WALL WITH 6' BLOCK FENCE LAT LOADING 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall So[I 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 Load Type 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) Square Footing (Service Level) Wind on Exposed Stem = 15.7 psi (Service Level) Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment.... Actual Service Level ft-#= Strength Level ft-# = Moment..... Allowable ft-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = int = in = 2nd Stem OK 2.67 Masonry ASD 6.00 # 4 24.00 Center Page: 1 Date: 21 DEC 2016 DESIGNED WITH Code: CBC 2016,ACI 318-14,ACI 530-13 i Dtina Load Adjacent roonng Loau = u.0 jos 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 25.78 at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Bottom 1.000 Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 3.375 0.691 0.908 94.2 254.2 282.3 676.1 408.7 744.8 4.0 3.8 45.3 45.6 23.38 67.50 2.75 3.38 psi= 1,500 1,500 psi= 20,000 20,000 = No Yes = 25.78 25.78 psi= 48.0 63.0 = 1.000 1.000 in = 4.10 5.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 13 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf @Pool Engineering, Inc. 2017 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: w:\details\standards cbc 2016\retaii Title 840 2'-6" W/ LATERAL Page : 2 Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Description.... 2'-8" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH LAT LOADING ]wall 2016 cbc\840\840 2016.RPX ,.. ...r.. o License_ Kw -0605590'I -,_ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Toe Width = 1.33 ft Heel Width = 1.00 Total Footing Width = 2.33 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 8.00 in Key Distance from Toe = 1.17 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Ll Toe Heel Factored Pressure = 1,662 0 psf Mu': Upward = 1,114 0 ft-# Mu': Downward = 190 109 ft-# Mu: Design = 924 109 ft-# Actual 1 -Way Shear = 11.36 2.84 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 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@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.60 int 0.26 in2 ift If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in _Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# lbs It ft-# Heel Active Pressure = 302.6 1.22 369.8 Soil Over Heel = 166.7 2.08 347.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = 94.2 6.67 628.0 ' Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 396.8 O.T.M. 997.9 Stem Weight(s) = 456.1 1.58 722.0 Earth @ Stem Transitions = _ = Footing Weight = 350.0 1.17 408.2 Resisting/Overturning Ratio = 1.65 Key Weight = 100.0 1.67 166.7 Vertical Loads used for Soil Pressure = 1,072.7 lbs Vert. Component = 2.33 Total = 1,072.7 lbs R.M.= 1,644.1 ` 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. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.123 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 14 of 36 W:\Details\Release\Calcs 2016\840 [v1.3[.pdf @Pool Engineering, Inc. 2017 Poo Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Inc. Anaheim, CA. 92807 Slope Behind Wall = Phone; (714)630.6100 Height of Soil over Toe = Fax: (714) 630.6114 This Wall in File: w:\details\standards cbc 2016\retail Criteria 434 psf OK Retained Height = 2.67 ft Wall height above soil = 6.00 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 Itis Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 4.45 OK Sliding = 1.98 OK Total Bearing Load = 1,073 Itis ...resultant ecc. = 0.26 in Soil Pressure @ Toe = 434 psf OK Soil Pressure @ Heel = 485 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 608 psf ACI Factored @ Heel = 679 psf Footing Shear @ Toe = 5.9 psi OK Footing Shear @ Heel = 0.4 psi OK Allowable = 75.0 psi Sliding Calcs = 0.00 in Lateral Sliding Force = 302.6 lbs less 100% Passive Force = - 277.8 lbs less 100% Friction Force = - 321.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Title 840 2'.-8" W/O LATERAL Page: 1 Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Description.... 2'-8" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT LAT LOADING 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Soil Data Lateral Load = 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 Poisson's Ratio = 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) 0.00 ft (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) at Back of Wall Stem Construction Design Height Above Ftg ft = Wall Material Above "Hf' _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs= Moment.... Actual Service Level ft-#= Strength Level ft-#= Moment..... Allowable ft-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick, Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in = Stem OK 2.67 Masonry ASD 6.00 # 4 24.00 Center Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load 1,500 Adjacent Footing Load = 0.0 Itis 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 1.000 Poisson's Ratio = 0.300 Stem OK 0.00 Masonry ASD 6.00 # 4 16.00 3.375 0.000 0.191 160.0 142.3 408.7 744.8 2.4 79.2 45.6 23.38 67.50 2.75 3.38 psi= 1,500 1,500 psi = 20,000 20,000 = No Yes = 25.78 25.78 psf = 48.0 63.0 = 1.000 1.000 in= 4.10 5.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 15 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 Pool Pool Engineering, Inc. Title 840 2'-8" W/O LATERAL Page : 2 engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Anaheim, CA. 92807 Description.... Phone: (714)630-6100 2'-8" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT Fax: (714) 630.6114 LAT LOADING This Wall in File: w:\details\standards cbc 201 2016 cbc\840\840 2016.RPX License: Kw-06055901:,��_ �; -;_ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width = 1.33 it Heel Width = 1.00 Total Footing Width = 2.33 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 8.00 in Key Distance from Toe = 1.17 It fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pd Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 608 679 psf Mu': Upward = 552 86 ft-# Mu': Downward = 190 109 ft-# Mu: Design = 363 22 ft-# Actual 1 -Way Shear = 5.86 0.45 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = None Spedd 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 0.60 ii -2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturnina & Resistina Forces & Moments 1 Item Force lbs ft-# Heel Active Pressure = 302.6 1.22 369.8 Surcharge over Heel = Moment Surcharge Over Toe = be Adjacent Footing Load = ft-# Added Lateral Load = 166.7 Load @ Stem Above Soil = 347.2 Total 302.6 O.T.M. 369.8 Resisting/Overturning Ratio = 4.45 Vertical Loads used for Soil Pressure = 1,072.7 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. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.123 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 16 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering. Inc. 2017 Force Distance Moment be ft ft-# Soil Over Heel = 166.7 2.08 347.2 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) = 456.1 1.58 722.0 Earth @ Stem Transitions = Footing Weight = 350.0 1.17 408.2 Key Weight = 100.0 1.67 166.7 Vert. Component = 2.33 Total = 1,072.7 lbs R.M.= 1,644.1 * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.123 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 16 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering. Inc. 2017 - Poo' Pool Engineering, Inc. _ engineering 1201 N. Tustin Ave. inc. Anaheim, CA. 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 2016\retair Criteria 1,157 psf OK Retained Height = 3.33 ft Wall height above soil = 6.00 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 lbs Axial Load Eccentricity = 0.0 in Design Summary mi Wall Stability Ratios Overturning = 1.82 OK Sliding = 1.56 OK Total Bearing Load = 1,361 lbs ...resultant ecc. = 6.59 in Soil Pressure @ Toe = 1,157 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,620 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.2 psi OK Footing Shear @ Heel = 3.6 psi OK Allowable = 75.0 psi Sliding Calcs Masonry Lateral Sliding Force = 516.6 lbs less 100% Passive Force = - 400.0 lbs less 100% Friction Force = - 408.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Title 840 3'.-4" W/ LATERAL Job #: Dsgnr: J. Collins Description.... 3'-4" RETAINING WALL WITH 6' BLOCK FENCE LAT LOADING. 2016 cbc\840\840 2016.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 FoofingjlSoil Friction = 0.300 Soil height to ignore 0.00 ft 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) 0.00 ft (Service Level) Wind on Exposed Stem = 15.7 psf (Service Level) at Back of Wall Page : 1 Date: 21 DEC 2016 DESIGNED WITH Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load psi = Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 it 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 2.00 Poisson's Ratio = 0.300 Stem Construction psi = Building Code 3rd 2nd Bottom Live Load 1.600 Earth, H Stem OK Stem OK Stem OK Design Height Above Ftg ft = 3.33 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 6.00 8.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 24.00 24.00 16.00 Rebar Placed at = Center 3.375 Edge Design Data 25.78 Wall Weight psf = 48.0 fb/FB + fa/Fa = 0.692 0.841 0.739 Total Force @ Section 1.000 Equiv. Solid Thick. in = 4.10 Service Level lbs = 94.2 134.2 344.2 Strength Level lbs = Masonry Design Method = ASD Moment.... Actual Concrete Data Service Level ft-#= 282.9 425.9 874.3 Strength Level ftaf = Fy Moment..... Allowable ft-#= 408.7 506.5 1,183.7 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors psi = Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level psi = 4.0 2.0 3.8 Strength Level psi = Shear..... Allowable psi= 45.3 45.2 45.5 Anet (Masonry) in2 = 23.38 67.50 91.50 Rebar Depth 'd' in = 2.75 3.38 5.25 Masonry Data I'm psi= 1,500 1,500 1,500 Fs psi= 20,000 20,000 20,000 Solid Grouting = No Yes Yes Modular Ratio'n' = 25.78 25.78 25.78 Wall Weight psf = 48.0 63.0 84.0 Short Term Factor = 1.000 1.000 1.000 Equiv. Solid Thick. in = 4.10 5.60 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc psi = Fy psi = 01/03/2017 03:23:50 PM Page 17 of 36 W:\Details\Release\Colts 2016\840 [v1.3].pdf ©Pool Engineering, Inc. 2017 pool Pool Engineering, Inc. Title 840 3'.-4" W/ LATERAL Page: 2 engineering 1201 N. Tustin Ave. Job # : Dsgnr: J. Collins Date: 21 DEC 2016 Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 3'-4" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH Fax: (714) 630.6114 LAT LOADING. This Wall in File: w:\detailMstandards cbc 201 2016 cbc\840\840 2016.RPX Ljcensa: Kw-ososs9o; ;,��_;- ;_ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width MENEEMMM = 1.42 ft Heel Width = 1.25 Total Footing Width = 2.67 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.42 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results 2.38 577.3 Toe Heel Factored Pressure = 1,620 0 psf Mu' : Upward = 1,300 2 ft# Mu' : Downward = 223 182 ft# Mu: Design = 1,076 180 ft# Actual 1 -Way Shear = 13.22 3.64 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 16.00 in 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: #4@ 18 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.69 int 0.26 int A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Summary of Overturning & Resistina Forces & Moments I Force Distant Item lbs ft Heel Active Pressure = 422.4 1.44 Surcharge over Heel = ft-# 610.1 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 94.2 7.33 690.8 Total 516.6 O.T.M. 1,300.9 Resisting/Overturning Ratio = 1.82 Vertical Loads used for Soil Pressure = 1,360.8 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 Heel = 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 = Vert. Component = Force Distance Moment lbs ft ft# 243.0 2.38 577.3 539.9 1.69 914.1 27.8 2.00 55.6 400.1 1.33 533.5 150.0 1.92 287.6 2.67 Total = 1,360.8 lbs R.M.= 2,367.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.112 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM page 18 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 pool- engineering Inc. Pool Engineering, Inc. 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone; (714) 630-6100 Fax: (714) 630.6114 This Wall in File: w:\details\standards cbc Criteria 1,361 lbs Retained Height = 3.33 ft Wall height above soil = 6.00 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 = 3.88 OK Sliding = 1.91 OK Total Bearing Load = 1,361 lbs ...resultant ecc. = 0.50 in Soil Pressure@Toe = psf OK Soil Pressure @ Heel 462 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 781 psf ACI Factored @ Heel = 647 psf Footing Shear @ Toe = 7.9 psi OK Footing Shear @ Heel = 0.1 psi OK Allowable = 75.0 psi Sliding Cates ASD Lateral Sliding Force = 422.4 lbs less 100% Passive Force = - 400.0 lbs less 100% Friction Force = - 408.2 Ilos Title 840 3'-4" W/O LATERAL Job #: Dsgnr: J. Collins Description.... 3'-4" RETAINING WALL WITH 6' BLOCK FENCE LAT LOADING )wall 2016 cbc\840\840 2016.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 FootingjlSoil Friction = 0.300 Soil height to ignore = 0.00 in for passive pressure Wind on Exposed Stem = 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) Stem OK (Service Level) Wind on Exposed Stem = 0.0 PSI (Service Level) 0.00 Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 be OK Page: 1 Date: 21 DEC2016 DESIGNED WITHOUT Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Width = v.uv LL 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 FS -tem Construction psi = 3rd 2nd Bottom 1.200 Live Load Stem OK Stem OK Stem OK Design Height Above Ftg ft= 3.33 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 6.00 8.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 24.00 24.00 16.00 Rebar Placed at = Center 3.375 Edge Design Data fb/FB+fa/Fa = 0.000 0.035 0.235 Total Force @ Section Service Level lbs= 0.0 40.0 250.0 Strength Level Itis = Moment.... Actual Service Level ft-#= 0.0 17.8 277.7 Strength Level ft# = Moment..... Allowable ft-#= 408.7 506.5 1,183.7 vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors psi = Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level psi = 0.0 0.6 2.7 Strength Level psi = 20,000 = No Shear ..... Allowable psi = 79.1 45.2 45.5 Anet(Masonry) in2 = 23.38 67.50 91.50 Rebar Depth 'd' in = 2.75 3.38 5.25 Masonry Data fm Fs Solid Grouting Modular Ration' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 1,500 1,500 psi = 20,000 20,000 20,000 = No Yes Yes = 25.78 25.78 25.78 psf = 48.0 63.0 84.0 = 1.000 1.000 1.000 in = 4.10 5.60 7.60 = Normal Weight = ASD psi = psi = Page 19 of 36 01/03/2017 03:23:50 PM @Pool Engineering, Inc. 2017 W:\Details\Release\Calcs 2016\840 [vl.3].pdf (JULP engineering Inc. Pool Engineering, Inc. 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 201 Footing Dimensions & Strengths Toe Width = 1.42 ft Heel Width = 1.25 Total Footing Width = 2.67 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 1.42 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top 3.00 @ Btm: 3.00 in Title 840 3'-4" W/O LATERAL Page: 2 Job # : Dsgnr: J. Collins Date: 21 DEC 2016 Description.... 3'-4" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT LAT LOADING 3wall 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results 1.69 914.1 Toe Heel Factored Pressure = 781 647 psf Mu': Upward = 761 112 ft-# Mu': Downward = 223 182 ft-# Mu: Design = 537 70 ft-# Actual 1 -Way Shear = 7.86 0.10 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 16.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Heel: Not req'd: Mu < phi'S'lambda'sgrt(fc)'Sm Key: #4@ 18 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 422.4 1.44 610.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 422.4 O.T.M. 610.1 Resisting/Overturning Ratio = 3.88 Vertical Loads used for Soil Pressure = 1,360.8 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. 0.69 int 0.26 int i(t If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = Force Distance Moment lbs ft ft-# 243.0 2.38 577.3 539.9 1.69 914.1 27.8 2.00 55.6 400.1 1.33 533.5 150.0 1.92 287.6 2.67 Total = 1,360.8 lbs R.M.= 2,367.9 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.054 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil 01/03/2017 03:23:50 PM W:\Details\Release\Calcs 2016\840 [vl.3).pdf Page 20 of 36 @Pool Engineering, Inc. 2017 pool Pool Engineering, Inc. W L � engineering 1201 N. Tustin Ave. Wall height above soil = Anaheim, CA. 92807 Slope Behind Wall = Phone: (714) 630.6100 0.00 in Fax: (714) 630-6114 0.0 ft This Wall in File: w:\details\standards cbc 2016\retair Criteria 1,215 psf OK Retained Height = 4.00 ft Wall height above soil = 6.00 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 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 = 1.82 OK Sliding = 1.56 OK Total Bearing Load = 1,594 lbs ...resultant ecc. = 7.00 in Soil Pressure @ Toe = 1,215 psf OK Soil Pressure @ Heel = 0 psi OK Allowable = 1,500 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,701 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.6 psi OK Footing Shear @ Heel = 4.6 psi OK Allowable = 75.0 psi Sliding Calcs = 0.00 in Lateral Sliding Force = 656.7 lbs less 100% Passive Force = - 544.4 lbs less 100% Friction Force = - 478.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Title 840 4',0" W/ LATERAL Job # : Dsgnr: J. Collins Description.... 4'-0" RETAINING WALL WITH 6' BLOCK FENCE LOADING 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Soil Data Lateral Load = Allow Soil Bearing = 1,500.0 psi 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 # 4 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 ft Load Type = Wind (W) Square Fooling (Service Level) Wind on Exposed Stem = 15.7 psf (Service Level) Poisson's Ratio Stem Construction Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment.... Actual Service Level it-# _ Strength Level ft-# _ Moment..... Allowable ft-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in = 3rd Page: i Date: 21 DEC 2016 DESIGNED WITH LAT Code: CBC 2016,ACI 318-14,ACI 530-13 r i i i otina Load Adjacent rooting Load = u.0 IUs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 it Footing Type Square Fooling Base Above/Below Soil ASD at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 4.00 2.00 0.00 Masonry Masonry Masonry ASD ASD ASD 6.00 6.00 8.00 # 4 # 4 # 4 24.00 16.00 16.00 Center 3.375 Edge 0.691 0.713 0.963 94.2 184.2 454.2 282.6 531.0 1.139.4 408.7 744.8 1,183.7 4.0 2.7 5.0 45.3 45.4 45.6 23.38 67.50 91.50 2.75 3.38 5.25 psi= 1,500 1,500 1,500 psi = 20,000 20,000 20,000 = No Yes Yes = 25.78 25.78 25.78 psf = 48.0 63.0 84.0 = 1.000 1.000 1.000 in = 4.10 5.60 7.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 21 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf ©Pool Engineering, Inc. 2017 -- Pool Pool Engineering, Inc. Title 840 4'-0" W/ LATERAL Page : 2 .. engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 r Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 4'-0" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH LAT Fax: (714) 630-6114 LOADING This Wall in File: w:\details\standards cbc gwall 2016 cbc\840\840 2016.RPX ,.. �.., , moo, ,.,. o License_ Kw-oe0es9d1 .,_;_ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1 530-13 Footing Dimensions & Strengths Toe Width = 1.58 ft Heel Width = 1.33 Total Footing Width = 2.92 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 16.00 in Key Distance from Toe = 1.58 ft fe = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top 3.00 @ Btm: 3.00 in Footing Design Results 2.58 860.5 Toe Heel Factored Pressure = 1,701 0 psf Mu': Upward = 1,702 6 ft-# Mu': Downward = 273 260 ft-# Mu: Design = 1,429 254 ft-# Actual 1 -Way Shear = 15.64 4.65 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 16.00 in 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: #4@ 18 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 0.76 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments 1 Item Force lbs ft-# Heel Active Pressure = 562.5 1.67 937.5 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 94.2 8.00 753.6 Total 656.7 O.T.M. 1,691.1 Resisting/Overturning Ratio = 1.82 Vertical Loads used for Soil Pressure = 1,594.2 Ibis 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 Heel = 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 = Vert. Component = Force lbs Moment it-# 333.2 2.58 860.5 582.0 1.86 1,080.8 41.7 2.17 90.3 437.4 1.46 637.7 200.0 2.08 416.6 2.92 Total= 1,594.2 lbs R.M.= 3,085.9 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.116 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 22 of 36 W:\Details\Release\Calcs 2016\840 [vl.3j.pdf @Pool Engineering, Inc. 2017 - 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: w:\details\standards cbc 2016\retail Criteria Axial Dead Load = Retained Height = 4.00 ft Wall height above soil = 6.00 it Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 be Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wind (W) Wall Stability Ratios (Service Level) Overturning = 3.29 OK Sliding = 1.82 OK Total Bearing Load = 1,594 lbs ...resultant am. = 1.32 in Title 840 4'r0" WIO LATERAL Page : 1 Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Description.... 4'-0" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT LAT LOADING Cantilevered Retaining Wall Allow Soil Bearing Equivalent Fluid Pres Active Heel Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingljSoil Friction Soil height to ignore for passive pressure 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 psi (Service Level) 1.0 psi OK Soil Pressure @ Toe = 671 psf OK Soil Pressure @ Heel = 423 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 939 psf ACI Factored @ Heel = 592 psi Footing Shear @ Toe = 10.3 psi OK Footing Shear @ Heel = 1.0 psi OK Allowable = 75.0 psi Sliding Calcs fb/FB + fa/Fa Lateral Sliding Force = 562.5 Ibs less 100% Passive Force = - 544.4 lbs less 100% Friction Force = 478.3 Ibis Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs Ok Stem Construction 1,500 Design Height Above Ftg ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 48.0 fb/FB + fa/Fa = Total Force @ Section 1.000 Service Level Ibs = Strength Level lbs = Moment.... Actual 7.60 Service Level it-#= Strength Level ft-# = vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Moment..... Allowable ft -k= Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ration' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Fc Fy Code: CBC 201b,ACI31t1-tv^r loov-1O Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 3rd Stem OK 4.00 Masonry ASD 6.00 # 4 24.00 Center Stem OK 2.00 Masonry ASD 6.00 # 4 16.00 3.375 Stem OK 0.00 Masonry ASD 8.00 # 4 16.00 Edge 0.000 0.081 0.405 90.0 360.0 60.0 480.0 408.7 psi - psi = psi = 79.2 in2 = 23.38 in = 2.75 744.8 1,183.7 1.3 3.9 45.4 45.6 67.50 91.50 3.38 5.25 psi= 1,500 1,500 1,500 psi = 20,000 20,000 20,000 = No Yes Yes = 25.78 25.78 25.78 psf = 48.0 63.0 84.0 = 1.000 1.000 1.000 in = 4.10 5.60 7.60 = Normal Weight = ASD psi = psi = 0.00 It 0.00 in 0.00 ft Square Footing 0.0 It 0.300 Page 23 of 36 01/03/2017 03:23:50 PM @Pool Engineering, Inc. 2017 W:\Details\Release\Calcs 2016\840 [v1.3].pdf Poo l Pool Engineering, Inc. Title 840 4'-0" W/O LATERAL engineering 1201 N. Tustin Ave. Page: 2 inc. Anaheim, CA. 92807 Description.... Dsgnr: J. Collins Date: 21 DEC 2016 Phone: (714) 630-6100 4'-0" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT Fax: (714) 630-6114 LAT LOADING This Wall in File: w:\details\standards cbc Footing Dimensions & Strengths Toe Width = 1.58 it Heel Width = 1.33 Total Footing Width = 2,92 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 16.00 in Key Distance from Toe = 1.58 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0000 Cover @ Top 3.00 @ Btm = 3.00 in Item Heel Active Pressure Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = @wall 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results 1.86 1,080.8 Toe Heel Factored Pressure = 939 592 psf Mu': Upward = 1,098 137 ft-# Mu': Downward = 273 260 ft-# Mu: Design = 825 123 ft-# Actual 1 -Way Shear = 10.32 0.97 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 16.00 in 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: #4@ 18 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in, Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Force Distance Moment lbs It ft-# 562.5 1.67 937.5 Total 562.5 O.T.M. 937.5 Resisting/Overturning Ratio = 3.29 Vertical Loads used for Soil Pressure = 1,594.2 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. 0.76 int 0.26 int A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = Force Distance Moment lbs It ft-# 333.2 2.58 860.5 582.0 1.86 1,080.8 41.7 2.17 90.3 437.4 1.46 637.7 200.0 2.08 416.6 2.92 Total= 1,594.2 lbs R.M.= 3,085.9 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.064 in The above calculation is not valid if the heel soil bearing ressure exceeds that of the toe because the wall would then tend to rotate into the retained soil 01/03/2017 03:23:50 PM W:\Details\Release\Calcs 2016\840 [v1.3].pdf Page 24 of 36 ©Pool Engineering, Inc. 2017 _pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630.6100 Fax: (714) 630.6114 This Wall in File: w:\details\standards cbc 2016\retair Criteria 1,173 psf OK Retained Height = 4.67 It Wall height above soil = 6.00 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 = 1.85 OK Sliding = 1.53 OK Total Bearing Load = 1,806 lbs ...resultant ecc. = 7.18 in Soil Pressure @ Toe = 1,173 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,642 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.9 psi OK Footing Shear @ Heel = 5.1 psi OK Allowable = 75.0 psi Sliding Calcs 16.00 Lateral Sliding Force = 816.8 lbs less 100% Passive Force = - 711.1 lbs less 100% Friction Force = - 541.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 Itis OK Title 840 4'-8" WI LATERAL Page: 1 Job # : Dsgnr: J. Collins Date: 21 DEC 2016 Description.... 4'-8" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH LAT LOADING 2016 cbc\840\840 2016.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 pct Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore Load Type = for passive pressure = 0.00 in Lateral Load Applied to Stem sessessess Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) 1.600 (Service Level) Wind on Exposed Stem = 15.7 psf (Service Level) 8.00 Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB+fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs= Moment.... Actual Service Level ft-#= Strength Level ft-#= Moment..... Allowable ft-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors Stem OK Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in= 3rd Code: CBC 2016,ACI 318-14,ACI 530-13 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 Poisson's Ratio = 0.300 2nd Bottom Stem OK Stem OK Stem OK 4.67 2.67 0.00 Masonry Masonry Masonry ASD ASD ASD 6.00 6.00 8.00 # 4 # 4 # 4 24.00 16.00 8.00 Center 3.375 Edge 0.691 0.712 0.634 94.2 183.9 584.3 282.3 530.4 1,484.6 408.7 744.8 2,343.3 4.0 2.7 6.4 45.3 45.4 45.9 23.38 67.50 91.50 2.75 3.38 5.38 psi = 1,500 1,500 1,500 psi = 20,000 20,000 20,000 = No Yes Yes = 25.78 25.78 25.78 psf = 48.0 63.0 84.0 = 1.000 1.000 1.000 in= 4.10 5.60 7.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 25 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf @Pool Engineering, Inc. 2017 Poo Pool Engineering, Inc. Title 8404'-8"W/ LATERAL Page : 2 _ engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630.6100 4'-8" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH LAT Fax: (714) 630-6114 LOADING This Wall in File: w:\details\standards cbc Footing Dimensions & Strengths Toe Width = 1.92 ft Heel Width = 1.33 Total Footing Width = 3.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 20.00 in Key Distance from Toe = 1.92 ft Fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pef Min. As % = 0.0014 Cover @ Top 3.00 @ Blm: 3.00 in 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results Force Distance Toe Heel Factored Pressure = 1,642 0 psf Mu': Upward = 2,391 11 ft-# Mu': Downward = 388 293 ft-# Mu: Design = 2,002 282 ft-# Actual 1 -Way Shear = 17.87 5.10 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 8.00 in Heel Reinforcing = None Spec'd Load @ Stem Above Soil = Key Reinforcing = # 4 @ 8.00 in 816.4 Other Acceptable Sizes & Spacings Toe: Not req'd: Mu <phi*5*lambda*sgrt(fc)'Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fcrsm Key: #4@ 11.9 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 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. 0.84 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = .....RESISTING..... Force Distance Moment lbs ft ft -9 388.7 Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 722.6 1.89 1,365.0 Surcharge over Heel = 2.42 604.3 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 94.2 8.67 816.4 Total O.T.M. 816.8 2,181.4 Resisting/Overturning Ratio = 1.85 Vertical Loads used for Soil Pressure = 1,806.0 Itis 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. 0.84 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = .....RESISTING..... Force Distance Moment lbs ft ft -9 388.7 2.92 1,133.8 638.1 2.20 1,401.5 41.6 2.50 104.0 487.5 1.63 792.2 250.0 2.42 604.3 3.25 Total = 1,806.0 lbs R.M.= 4,035.8 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.107 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 26 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf ©Pool Engineering, Inc. 2017 Ketamrrotctisar-zuio, uuuannom.iz License: KW -00055901 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ::_....".. T,.. onn: cn:r_:uecn:ur_ m:r Criteria pool Pool Engineering, Inc. Title 840 4'-8" W/O LATERAL Page: 1 6.00 ft r engineering 1201 N. Tustin Ave. Job # : Dsgnr: J. Collins Date: 21 DEC 2016 Water height over heel = Inc. Anaheim, CA. 92807 Description.... 1.8 psi OK Allowable = Phone: (714) 630-6100 4'-B" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT Lateral Sliding Force = Fax: (714) 630-6114 LAT LOADING 711.1 lbs This Wall in File: w:\details\standards cbc 2016Vetainingwall 2016 cbc\840\840 2016.RPX 541.8 lbs Ketamrrotctisar-zuio, uuuannom.iz License: KW -00055901 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ::_....".. T,.. onn: cn:r_:uecn:ur_ m:r Criteria 706 psf OK Retained Height = 4.67 It Wall height above soil = 6.00 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 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.01bs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary MJ Wall Stability Ratios Overturning = 2.96 OK Sliding = 1.73 OK Total Bearing Load = 1,806 lbs ...resultant ecc. = 1.75 in Soil Pressure @ Toe = 706 psf OK Soil Pressure @ Heel = 406 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 988 psf ACI Factored @ Heel = 568 psf Footing Shear @ Toe = 12.9 psi OK Fooling Shear @ Heel = 1.8 psi OK Allowable = 75.0 psi Sliding Calcs = 0.00 in Lateral Sliding Force = 722.6 Itis less 100% Passive Force = - 711.1 lbs less 100% Friction Force = - 541.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Soil Data Lateral Load = 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 Poisson's Ratio = 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) 0.00 ft (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) at Back of Wall Adjacent Footing Load 1,500 Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil 2.67 at Back of Wall Wall Material Above "Hf' Poisson's Ratio = 0.300 Stem Construction 1,500 3rd 2nd Bottom 20,000 20,000 Stem OK Stem OK Stem OK Design Height Above Ftg ft= 4.67 2.67 0.00 Wall Material Above "Hf' = Masonry Masonry Masonry Design Method = ASD ASD ASD Thickness = 6.00 6.00 8.00 Rebar Size = # 4 # 4 # 4 Rebar Spacing = 24.00 16.00 8.00 Rebar Placed at = Center 3.375 Edge Design Data fb/FB + fa/Fa = 0.000 0.080 0.325 Total Force @ Section Service Level lbs = 89.7 490.1 Strength Level lbs = Moment.... Actual Service Level ft-#= 59.7 762.4 Strength Level ft-# = Moment..... Allowable ft-#= 408.7 744.8 2,343.3 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1.3 5.4 psi = psi = 79.2 45.4 45.9 int = 23.38 67.50 91.50 in= 2.75 3.38 5.38 psi= 1,500 1,500 1,500 psi = 20,000 20,000 20,000 = No Yes Yes = 25.78 25.78 25.78 psf = 48.0 63.0 84.0 = 1.000 1.000 1.000 in = 4.10 5.60 7.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 27 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf @Pool Engineering, Inc. 2017 Poo Pool Engineering, Inc. Title 840 4'-8" W/O LATERAL Page : 2 _ engineering 1201 N. Tustin Ave. Job # : Dsgnr: J. Collins Date: 21 DEC 2016 Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 4'-8" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITHOUT Fax: (714) 630-6114 LAT LOADING This Wall in File: w:\details\standards cbc 201 2016 cbc\840\840 2016.RPX u�e�ge Kw.oeosseo;:,_ ._ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width = 1.92 ft Heel Width = 1.33 Total Footing Width = 3.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 20.00 in Key Distance from Toe = 1.92 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Moment Item Itis It ft-# Toe Heel Factored Pressure = 988 568 psf Mu' : Upward = 1,663 132 ft-# Mu': Downward = 388 293 ft-# Mu: Design = 1,275 161 ft-# Actual 1 -Way Shear = 12.86 1.76 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 8.00 in Heel Reinforcing = None Spec'd Key Reinforcing = # 4 @ 8.00 in 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: #4@ 11.9 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Force Distance Moment Item Itis It ft-# Heel Active Pressure = 722.6 1.89 1,365.0 Surcharge over Heel = 1.63 Surcharge Over Toe = 250.0 Adjacent Footing Load = 604.3 Added Lateral Load = 3.25 Load @ Stem Above Soil = Total 722.6 O.T.M. 1,365.0 Resisting/Overturning Ratio = 2.96 Vertical Loads used for Soil Pressure = 1,806.0 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. 0.84 in2 0.26 in2 tt If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = .....RESISTING..... Force Distance Moment lbs It ft-# 388.7 2.92 1,133.8 638.1 2.20 1,401.5 41.6 2.50 104.0 487.5 1.63 792.2 250.0 2.42 604.3 3.25 Total = 1,806.0 lbs R.M.= 4,035.8 " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall (approximate only) 0.064 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 28 of 36 W:\Details\Release\Calcs 2016\840 [vl.3j.pdf @Pool Engineering, Inc. 2017 Poo l Pool Engineering, Inc. .. engineering 1201 N. Tustin Ave. Inc. Anaheim, CA. 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 2016\retair Criteria 1,223 psi OK Retained Height = 5.33 ft Wall height above soil = 6.00 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 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.90 OK Sliding = 1.55 OK Total Bearing Load - = 2,143 lbs ...resultant ecc. = 7.48 in Soil Pressure @ Toe = 1,223 psi OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,712 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.9 psi OK Footing Shear @ Heel = 4.4 psi OK Allowable = 75.0 psi Sliding Calcs fb/FB + fa/Fa Lateral Sliding Force = 996.6 lbs less 100% Passive Force = - 900.0 lbs less 100% Friction Force = - 643.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Title 840 5'-4" W/ LATERAL Job #: Dsgnr: J. Collins Description.... 5'-4" RETAINING WALL WITH 6' BLOCK FENCE LAT LOADING 2016 cbc\840\840 2016.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 FootingIlSoil Friction = 0.300 Soil height to ignore Load Type = 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) in = (Service Level) Wind on Exposed Stem = 15.7 psf (Service Level) Rebar Placed at Stem Construction Stem OK Design Height Above Ftg ft= Wall Material Above "Hf' _ Design Method = Thickness in = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data 6.00 fb/FB + fa/Fa = Total Force @ Section # 4 Service Level lbs = Strength Level lbs = Moment.... Actual 8.00 Service Level ft-#= Strength Level ft# = Moment..... Allowable it-#= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = int = in = Page: 1 Date: 21 DEC 2016 DESIGNED WITH Code: CBC 2016,ACI 318-14,ACI 530-13 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 Poisson's Ratio = 0.300 4th 3rd 2nd Bottom Stem OK Stem OK Stem OK Stem OK 5.33 4.00 2.00 0.00 Masonry Masonry Masonry Masonry ASD ASD ASD ASD 6.00 6.00 8.00 12.00 # 4 # 4 # 4 # 4 24.00 24.00 16.00 8.00 Center 3.375 Edge 5.375 0.692 0.941 0.721 0.477 94.2 134.2 344.2 734.1 282.9 425.9 874.3 1,922.5 408.7 506.5 1,213.2 4,029.7 4.0 2.0 3.8 5.3 45.3 45.2 45.5 45.6 23.38 67.50 91.50 139.50 2.75 3.38 5.38 9.00 psi= 1,500 1,500 1,500 psi = 20,000 20,000 20,000 = No Yes Yes = 25.78 25.78 25.78 psf = 48.0 63.0 84.0 = 1.000 1.000 1.000 in = 4.10 5.60 7.60 = Normal Weight = ASD psi = psi = 1,500 20,000 Yes 25.78 133.0 1.000 11.60 01/03/2017 03:23:50 PM Page 29 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf @Pool Engineering, Inc. 2017 - pool Pool Engineering, Inc. Title 840 5'-4" W/ LATERAL Page : 2 engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 5'-4" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH Fax: (714) 630.6114 LAT LOADING This Wall in File: w:\detai Mstandards cbc 201 ]wall 2016 cbc\840\840 2016.RPX License rKW-06055901Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width = 2.08 ft Heel Width = 1.50 Total Footing Width = 3.58 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 2.08 It fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in Footing Design Results Summary of Overturning & Resisting Forces & Moments Toe Heel Factored Pressure = 1,712 0 psf Mu' : Upward = 2,979 6 ft# Mu': Downward = 484 245 ft-# Mu: Design = 2,494 239 ft# Actual 1 -Way Shear = 20.90 4.38 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 8.00 in Axial Dead Load on Stem = Heel Reinforcing = # 4 @ 8.00 in * Axial Live Load on Stem = Key Reinforcing = # 4 @ 8.00 in Soil Over Toe = 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: 94@ 11.9 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area 0.93 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs It ft# lbs It ft# Heel Active Pressure = 902.4 2.11 1,905.0 Soil Over Heel = 333.3 3.33 1,110.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = 94.2 9.33 879.2 * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 996.6 O.T.M. 2,784.1 Stem Weight(s) = 805.9 2.43 1,960.7 Earth @ Stem Transitions = 166.6 2.87 479.1 _ = Footing Weight = 537.5 1.79 962.8 Resisting/Overturning Ratio = 1.90 Key Weight = 300.0 2.58 774.9 Vertical Loads used for Soil Pressure = 2,143.3 lbs Vert. Component = 3.58 Total= 2,143.3 lbs R.M.= 5,288.5 * 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. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.107 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM W:\Details\Release\Calcs 2016\840 [v1.3].pdf Page 30 of 36 ©Pool Engineering, Inc. 2017 QL4pool Pool Engineering, Inc. engineering 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 This Wall in File: w:\details\standards cbc 2016\retair Criteria 811 psf OK Retained Height = 5.33 ft Wall height above soil = 6.00 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 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.78 OK Sliding = 1.71 OK Total Bearing Load = 2,143 lbs ...resultant ecc. = 2.55 in Soil Pressure @ Toe = 811 psf OK Soil Pressure @ Heel = 385 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,136 psf ACI Factored @ Heel = 539 psf Footing Shear @ Toe = 16.0 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 75.0 psi Sliding Calcs Wall Material Above "Ht" Lateral Sliding Force = 902.4 be less 100% Passive Force = - 900.0 lbs less 100% Friction Force = - 643.0 lbs Added Force Req'd = 0.0 be OK ....for 1.5 Stability = 0.0 lbs OK Title 840 5'-4" W/O LATERAL Job #: Dsgnr: J. Collins Description.... 5'-4" RETAINING WALL WITH 6' BLOCK FENCE WITHOUT LAT LOADING 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall So[I Data Lateral Load 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 pd Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore 4.00 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 ft Load Type = Wind (W) Stem OK (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) ft= Page: 1 Date: 21 DEC 2016 DESIGNED Code: CBC 2016,ACI 318-14,ACI 530-13 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 Poisson's Ratio = 0.300 Stem Construction 1,500 4th 3rd 2nd Bottom in = 2.75 3.38 5.38 9.00 20,000 Stem OK Stem OK Stem OK Stem OK Design Height Above Ftg ft= 5.33 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Masonry Design Method = ASD ASD ASD ASD Thickness in = 6.00 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 # 4 Rebar Spacing = 24.00 24.00 16.00 8.00 Rebar Placed at = Center 3.375 Edge 5.375 Design Data fb/FB + fa/Fa = 0.000 0.035 0.229 0.282 Total Force @ Section Service Level lbs= 0.0 40.0 250.0 639.9 Strength Level lbs = Moment.... Actual Service Level ft-#= 0.0 17.8 277.7 1,137.6 Strength Level ft-# = Moment..... Allowable ft-#= 408.7 506.5 1,213.2 4,029.7 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ration' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Fc Fy psi = 0.0 0.6 2.7 4.6 psi = 1,500 psi= 79.1 45.2 45.5 45.6 in2 = 23.38 67.50 91.50 139.50 in = 2.75 3.38 5.38 9.00 psi= 1,500 1,500 1,500 1,500 psi= 20,000 20,000 20,000 20,000 = No Yes Yes Yes = 25.78 25.78 25.78 25.78 psf= 48.0 63.0 84.0 133.0 = 1.000 1.000 1.000 1.000 in = 4.10 5.60 7.60 11.60 = Normal Weight = ASD psi = psi = 01/03/2017 03:23:50 PM Page 31 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 pool engineering Inc. Pool Engineering, Inc. 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630-6100 Fax: (714) 630-6114 Title 840 5'-4" W/O LATERAL Job #: Dsgnr: J. Collins Description.... 5'-4" RETAINING WALL WITH 6' BLOCK FENCE WITHOUT LAT LOADING This Wall in File: w:\details\standards cbc 2016\retainingwall 2016 cbc\840\840 2016.RPX Page : 2 Date: 21 DEC 2016 DESIGNED KelamierO tat lea l -Lala, Luna 17.10.17.1e License: KW -06055901 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1 ;---- T... onrn cunwccorun wr Footing Dimensions & Strengths Footing Design Results Key Depth = 24.00 in Toe Width = 2.08 ft fc = 2,500 psi Fy = Toe Heel Heel Width = 1.50 Factored Pressure = 1,136 539 psf Total Footing Width = 3.58 Mu': Upward = 2,214 71 ft-# Footing Thickness = 12.00 in Mu': Downward = 484 245 ft-# Mu: Design = 1,729 174 ft# Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 2.08 It fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm: 3.00 in Actual 1 -Way Shear = 15.98 1.96 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = If 4 @ 8.00 in Heel Reinforcing = # 4 @ 8.00 in Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(£c)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: #4@ 11.9 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in Force Distance Moment Item Ibs ft ft# Heel Active Pressure = 902.4 2.11 1,905.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 902.4 O.T.M. 1,905.0 Resisting/Overturning Ratio = 2.78 Vertical Loads used for Soil Pressure = 2,143.3 Ibs 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. 0.93 in2 0.26 in2 rft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = .....RESISTING..... Force Distance Moment Ibs ft ft# 333.3 3.33 1.110.9 805.9 2.43 1,960.7 166.6 2.87 479.1 537.5 1.79 962.8 300.0 2.58 774.9 3.58 Total = 2,143.3 Ibs R.M.= 5,288.5 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 32 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 Poo l Pool Engineering, Inc. Title 840 6'-0" W/ LATERAL } engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Inc. Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 6'-0" RETAINING WALL WITH 6' BLOCK FENCE Fax: (714) 630-6114 LAT LOADING This Wall in File: w:\details\standards cbc 2016\retainingwall 2016 cbc\840\840 2016.RPX Criteria 1,278 psf OK Retained Height = 6.00 ft Wall height above soil = 6.00 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 = 2.11 OK Sliding = 1.53 OK Total Bearing Load = 2,744 lbs ...resultant ecc. = 7.36 in Soil Pressure @ Toe = 1,278 psf OK Soil Pressure @ Heel = 66 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,789 psf ACI Factored @ Heel = 93 psf Footing Shear @ Toe = 24.0 psi OK Footing Shear @ Heel = 7.6 psi OK Allowable = 75.0 psi Sliding Calcs = 0.00 in Lateral Sliding Force = 1,196.7 lbs less 100% Passive Force = - 1,002.8 lbs less 100% Friction Force = - 823.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Cantilevered Retaining Wall Soil Data Lateral Load = 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 Poisson's Ratio = 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) 0.00 ft (Service Level) Wind on Exposed Stem = 15.7 psf (Service Level) = at Back of Wall Page: 1 Date: 21 DEC 2016 DESIGNED WITH Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load 4.0 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 It Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil Design Height Above Ftg = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem Construction 4.0 4th 3rd 2nd Bottom = No Yes Stem OK Stem OK Stem OK Stem OK Design Height Above Ftg ft= 6.00 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Masonry Design Method = ASD ASD ASD ASD Thickness in = 6.00 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 # 4 Rebar Spacing = 24.00 16.00 16.00 8.00 Rebar Placed at = Center 3.375 Edge 5.375 Design Data fb/FB + fa/Fa = 0.691 0.713 0.939 0.612 Total Force @ Section Service Level lbs = 94.2 184.2 454.2 904.2 Strength Level lbs= Moment.... Actual Service Level ft-#= 282.6 531.0 1,139.4 2,467.8 Strength Level ft-#= Moment..... Allowable ft-#= 408.7 744.8 1,213.2 4,029.7 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 4.0 2.7 5.0 6.5 psi = = No Yes = psi = 45.3 45.4 45.6 45.7 int = 23.38 67.50 91.50 139.50 in = 2.75 3.38 5.38 9.00 psi= 1,500 1,500 psi= 20,000 20,000 = No Yes = 25.78 25.78 psi= 48.0 63.0 = 1.000 1.000 in = 4.10 5.60 = Normal Weight = ASD psi = psi = 1,500 1,500 20,000 20,000 Yes Yes 25.78 25.78 84.0 133.0 1.000 1.000 7.60 11.60 01/03/2017 03:23:50 PM Page 33 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 pool Pool Engineering, Inc. Title 840 6'-0" W/ LATERAL Page : 2 _ engineering 1201 N. Tustin Ave. Job #: Dsgnr: J. Collins Date: 21 DEC 2016 Anaheim, CA. 92807 Description.... Phone: (714) 630-6100 6'-0" RETAINING WALL WITH 6' BLOCK FENCE DESIGNED WITH Fax: (714) 630-6114 LAT LOADING This Wall in File: w:\details\standards cbc 201 Footing Dimensions & Strengths Toe Width = 2.08 ft Heel Width = 2.00 Total Footing Width = 4.08 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 26.00 in Key Distance from Toe = 2.08 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top 3.00 @ Btm = 3.00 in 2016 cbc\840\840 2016.RPX Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results Force Distance Toe Heel Factored Pressure = 1,789 93 psf Mu': Upward = 3,255 116 ft-# Mu': Downward = 484 810 ft-# Mu: Design = 2,771 694 ft-# Actual 1 -Way Shear = 24.02 7.64 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 8.00 in Heel Reinforcing = # 4 @ 8.00 in Load @ Stem Above Soil = Key Reinforcing = # 4 @ 8.00 in 942.0 Other Acceptable Sizes & Spacings Toe: #4@ 11.90 in, #5@ 18.45 in, #6@ 26.19 in, #7@ 35.71 in, #8@ 47.02 in, #9@ 5 Heel: Not req'd: Mu < phi`5"lambda*sgrt(fc)`Sm Key: #4@ 11.9 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 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. 1.06 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = Force Distance Moment lbs ft ft-# 750.0 3.58 2,687.3 848.0 Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,102.5 2.33 2,572.5 Surcharge over Heel = 4.08 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 94.2 10.00 942.0 Total O.T.M. 1,196.7 3,514.5 Resisting/Overturning Ratio = 2.11 Vertical Loads used for Soil Pressure = 2,743.8 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. 1.06 in2 0.26 in2 A If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Soil Over Heel = 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 = Vert. Component = Force Distance Moment lbs ft ft-# 750.0 3.58 2,687.3 848.0 2.43 2,058.9 208.3 2.87 597.2 612.5 2.04 1,250.3 325.0 2.58 839.5 4.08 Total = 2,743.8 lbs R.M.= 7,433.1 `Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.104 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 34 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf @Pool Engineering, Inc. 2017 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: w:\details\standards cbc 2016\retair Title 840 6'-0" W/O LATERAL Job #: Dsgnr: J. Collins Description.... 6'-0" RETAINING WALL WITH 6' BLOCK FENCE LAT LOADING 2016 cbc\840\840 2016.RPX Page: 1 Date: 21 DEC 2016 DESIGNED WITHOUT License:rW-0��5�90� -'' " Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria 939 psf OK Retained Height = 6.00 ft Wall height above soil = 6.00 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 = 2.89 OK Sliding = 1.66 OK Total Bearing Load = 2,744 lbs ...resultant eoc. = 3.24 in Soil Pressure @ Toe = 939 psf OK Soil Pressure @ Heel = 405 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,314 psf ACI Factored @ Heel = 568 psf Footing Shear @ Toe = 19.3 psi OK Footing Shear @ Heel = 4.1 psi OK Allowable = 75.0 psi Sliding Calcs Wall Material Above "Ht" Lateral Sliding Force = 1,102.5 lbs less 100% Passive Force = - 1,002.8 lbs less 100% Friction Force = - 823.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Soil Data Lateral Load = 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 Poisson's Ratio = 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) 0.00 ft (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) at Back of Wall = Adjacent Footing Load 1,500 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 Design Height Above Ftg at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem Construction 1,500 4th 3rd 2nd Bottom = No Yes Stem OK Stem OK Stem OK Stem OK Design Height Above Ftg ft= 6.00 4.00 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Masonry Masonry Design Method = ASD ASD ASD ASD Thickness in = 6.00 6.00 8.00 12.00 Rebar Size = # 4 # 4 # 4 # 4 Rebar Spacing = 24.00 16.00 16.00 8.00 Rebar Placed at = Center 3.375 Edge 5.375 Design Data fb/FB + fa/Fa = 0.000 0.081 0.396 0.402 Total Force @ Section Service Level lbs = 90.0 360.0 810.0 Strength Level Ibs= Moment.... Actual Service Level ft-#= 60.0 480.0 1,620.0 Strength Level ft-#= Moment..... Allowable ft-#= 408.7 744.8 1,213.2 4,029.7 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet(Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Pc Fy psi = 1,500 1.3 3.9 5.8 psi = = No Yes = psi = 79.2 45.4 45.6 45.7 in2 = 23.38 67.50 91.50 139.50 in = 2.75 3.38 5.38 9.00 psi= 1,500 1,500 psi = 20,000 20,000 = No Yes = 25.78 25.78 psf = 48.0 63.0 = 1.000 1.000 in 4.10 5.60 = Normal Weight = ASD psi = psi = 1,500 1,500 20,000 20,000 Yes Yes 25.78 25.78 84.0 133.0 1.000 1.000 7.60 11.60 01/03/2017 03:23:50 PM Page 35 of 36 W:\Details\Release\Calcs 2016\840 [v1.3].pdf ©Pool Engineering, Inc. 2017 p001 engineering Inc. Pool Engineering, Inc. 1201 N. Tustin Ave. Anaheim, CA. 92807 Phone: (714) 630.6100 Fax: (714) 630-6114 Title 840 6'.-0" NO LATERAL Job #: Dsgnr: J. Collins Description.... 6'-0" RETAINING WALL WITH 6' BLOCK FENCE LAT LOADING This Wall in File: w:\details\standards cbc 2016\retainingwall 2016 cbc\840\840 2016.RPX Page : 2 Date: 21 DEC 2016 DESIGNED WITHOUT Keuunvrotc)lea6zula, nunanna.n.1z License: KW -06055901 .. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Footing Design Results Toe Width = 2.08 It Toe Heel Heel Width = 2.00 Factored Pressure = 1,314 568 psf Total Footing Width = 4.08 Mu': Upward = 2,575 314 ft-# Footing Thickness = 12.00 in Mu': Downward = 484 810 ft-# Surcharge over Heel = Sloped Soil Over Heel = Mu: Design = 2,091 496 ft-# Key Width = 12.00 in Actual 1 -Way Shear = 19.27 4.13 psi Key Depth = 26.00 in Allow 1 -Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.08 ft Toe Reinforcing = # 4 @ 8.00 in Added Lateral Load = fc = 2,500 psi Fy = 40,000 psi Heel Reinforcing = # 4 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 4 @ 8.00 in Min. As % = 0.0014 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm = 3.00 in Toe: Not req'd: Mu < phi'S'lambda"sgrt(fc)'Sm Surcharge Over Toe = Heel: Not req'd: Mu < phi"5`lambda"sgrt(fcrsm Total 1,102.5 O.T.M. 2,572.5 Key: #4@ 11.9 in, #5@ 18 in, #6@ 18 in, #7@ 18 in, #8@ 18 in 848.0 2.43 Min footing T&S reinf Area 1.06 int Earth @ Stem Transitions = 208.3 Min footing T&S reinf Area per foot 0.26 int fit Footing Weight = If one layer of horizontal bars: If two layers of horizontal bars: 1,250.3 Resisting/Overturning Ratio = 2.69 #4@ 9.26 in #4@ 18.52 in 2.58 839.5 #5@ 14.35 in #5@ 28.70 in 4.08 #6@ 20.37 in #6@ 40.74 in ..... OVERTURNING ..........RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 1,102.5 2.33 2,572.5 Soil Over Heel = 750.0 3.58 2,687.3 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Fooling Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = "Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = Total 1,102.5 O.T.M. 2,572.5 Stem Weight(s) = 848.0 2.43 2,058.9 Earth @ Stem Transitions = 208.3 2.87 597.2 Footing Weight = 612.5 2.04 1,250.3 Resisting/Overturning Ratio = 2.69 Key Weight = 325.0 2.58 839.5 Vertical Loads used for Soil Pressure = 2,743.8 lbs Vert. Component = 4.08 Total = 2,743.8 lbs R.M.= 7,433.1 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. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.077 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. 01/03/2017 03:23:50 PM Page 36 of 36 W:\Details\Release\Calcs 2016\840 [vl.3].pdf ©Pool Engineering, Inc. 2017