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Home My WebLink AboutAMEND 2017-0020; GRAND PACIFIC PALISADES HOTEL EXPANSION; STRUCTURAL CALCULATIONS FOR RETAINING WALL; 2018-09-10Re~rJ. CcfJ B\V E STRUCTURAL• CIVIL• SURVEY• LAND PLANNING 1,~(l t 9449 Balboa Avenue, Suite 270 • San Diego, CA 92123 Phone (619) 299-5550 • Fax (619) 299-9934 www.bwesd.com ENGINEER: J. Morgan DATE: September 10, 2018 PROJECT NUMBER: 12215A.2.00 OCT 2 2 2nm STRUCTURAL CALCULATIONS FOR HILTON TAPESTRY S1TE-wAtt:S (Re t AI Ni NG ~,A t..L S) AMEND2017-0020/GR2018-0028/DWG356-7C ltt<AN o f,,t,.C,\ Ft c.. "f'A-\..\ GA-Qe S \-IOiEL B-X PAN s I of..l 5803 ARMADA DRIVE CARLSBAD, CALIFORNIA 92008 LA.ND ocVL:LOPMENT Prepared for GRAND PACIFIC RESORTS, INC. 5900 PASTEUR CT, #200 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Hllto~ PL Site Wall Job# : Dsgnr: JM Description .... This Wall in File: A:\PROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX Page : 1 Date: 20 AUG 2018 RetalnPro (c) 1987-2016, Build 11.17.03.17 License: KW~066430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : BURKETT AND WONG ENGINEERS I Criteria • I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.00 ft 3.00ft 0.00 12.00 in 0.0ft Allow Soil Bearing 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft = 110.00 pcf 0.00 pcf = 0.350 0.00 in ,I S~u•r•c-ha•r•g•e•L•o•ad.s _____ _.1 I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary 0.0 lbs 0.0lbs 0.0 in • Wall Stablllty Ratios Overturning Sliding = 1.68 OK 1.75 OK Total Bearing Load ... resultant ecc. = 1,728 lbs 9.57 in Soil Pressure@ Toe = 2,544 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,562 psf ACI Factored@ Heel 0 psf Footing Shear@ Toe 0.0 psi OK Footing Shear@ Heel = 5.9 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force= - less 100% Friction Force = Added Force Req'd ... .for 1.5 Stability 687.5 lbs 600.0 lbs 604.7 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top ... Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Adjacent Footing Load Footing Width Eccentricity Load Type = Wind (W) (Service Level) Wall to Ftg CL Dist Footing Type Base Above/Below Soil Wind on Exposed Stem = (Service Level) Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' o.o psf = Masonry ASD 8.00 = # 4 = 24.00 = Edge at Back of Wall Poisson's Ratio 0.719 lbs= lbs= ft-#= ft-#= 440.0 586.7 816.1 psi = 4.8 psi= psi = 52.1 in2 = 91 .50 in= 5.25 = = • 0.0 lbs 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 Masonry Data ------------------------- Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 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 rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= 2,000 psi= 20,000 Yes 16.11 psf = 78.0 = 1.000 in= 7.60 Medium Weight ASD Concrete Data ------------------------- fc Fy psi= psi= Use menu Item Settings > Printing & Title Block to set these five llnes of Information Title HlltOI\ PL Site Wall Job # : Dsgnr: JM Page : 2 Date: 20 AUG 2018 for your program. Description .... This Wall in File: A:IPROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX' RetalnPro (e) 1987-2016, Build 11.17.03.17 License : KW-06066430 License To : BURKETT AND WONG ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density = 0.00 ft 2.50 2.50 12.00 in 12.00 in 0.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 3,562 Mu' : Upward = O Mu' : Downward O Mu: Design O Actual 1-Way Shear = 0.00 Allow 1-Way Shear 0.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings • Heel O psf 145 ft-# 1,406 ft-# 1,262 ft-# 5.89 psi 75.00 psi Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*Iambda*sqrt(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 0.65 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure 687.5 1.67 1,145.8 Soil Over Heel 806.7 1.58 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 687.5 O.T.M. 1,145.8 Stem Weight(s) 546.0 0.33 Earth @ Stem Transitions= Footing Weight = 375.0 1.25 Resisting/Overturning Ratio 1.68 Key Weight 2.50 Vertical Loads used for Soil Pressure = 1,727.7 lbs Vert. Component = Moment ft-# 1,277.2 182.0 468.8 Total= 1,727.7 lbs R.M.= 1,928.0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I • Axial live load NOT included in total displayed( or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell@ Top of Wall (approximate only) 250.0 pci 0.198 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. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Tille Hiltol\ PL Site Wall Job # : Dsgnr: JM Description .... This Wall in File: A:\PROJECT\GPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX Page : 1 Date: 20 AUG 2018 RetalnPro (c) 1987-2016, Build 11.17.03.17 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : BURKETT AND WONG ENGINEERS I Criteria • I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel 5.00 ft 2.00 ft 0.00 12.00 in 0.0 ft Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300. 0 ps f/ft = 110.00 pcf 0.00 pcf = 0.350 0.00 in I '-i s.u.r.c.ha•r•g•e•L•o.ad_s _____ _.1 I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning = Sliding Total Bearing Load = ... resultant ecc. = 0.0lbs 0.0 lbs 0.0 in • 1.65 OK 1.62 OK 2,698 lbs 12.23 in Soil Pressure@ Toe = 2,968 psf OK Soil Pressure @ Heel = O psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored@Toe 4,155 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = Added Force Req'd ... .for 1.5 Stability 0.0 psi OK 4.8 psi OK 75.0 psi 1,161.9Ibs 937.5 lbs 944.3 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Service Level Strength Level Shear ..... Ailowable Anet (Masonry) Rebar Depth 'd' 0.0 #/ft 0.00 ft 0.00 ft Adjacent Footing Load Footing Width Eccentricity Wind(YV) (Service Level) Wall to Fig CL Dist Footing Type Base Above/Below Soil 0.0 psf at Back of Wall Poisson's Ratio = Masonry ASD 8.00 # 4 = 16.00 = Edge lbs= lbs= ft-#= ft-#= psi= psi= psi= in2= in= 0.949 687.5 1,145.8 1,206.9 7.5 52.1 91.50 5.25 = = = • 0.0 lbs 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 Masonry Data ------------------------- Vertical component of active lateral soil pressure IS 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 fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = = psf= In= = 2,000 20,000 Yes 16.11 78.0 1.000 7.60 Medium Weight ASD Concrete Data ------------------------- f c psi= Fy psi= Use menu Item Settings > Printing & Title Block to set these five lines of lnfonnatlon for your program. Title Hllto" PL Site Wall Job # : Dsgnr: JM Description .... This Wall in File: A:\PROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX Page : 2 Date: 20 AUG 2018 RetalnPro (c) 1987-2016, Build 11.17.03.17 License : KW-06066430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : BURKETT AND WONG ENGINEERS I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness KeyWidlh Key Depth Key Distance from Toe 0.00 ft 3.25 3.25 18.00 in 12.00 in 0.00 in 1.25 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min.As% Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in Footing Design Results ~ Factored Pressure = 4,155 Mu' : Upward 0 Mu' : Downward O Mu: Design = O Actual 1-Way Shear 0.00 Allow 1-Way Shear 0.00 Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings • Heel O psf 582 ft-# 3,504 ft-# 2,922 ft-# 4.77 psi 75.00 psi Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 1.26 in2 0.39 in2 1ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in Summa of Overturnin & Resistin Forces & Moments . .... RESISTING ..... ..... OVERTURNING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure 1,161.9 2.17 2,517.4 Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total 1,161.9 O.T.M. 2,517.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.65 2,698.1 lbs Soll 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 Weigh1 = Key Weight Vert. Component = lbs ft ft-# 1,420.8 1.96 2,782.5 546.0 0.33 182.0 731.3 1.63 1,188.3 1.75 3.25 Total= 2,698.1 lbs R.M.= 4,152.7 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. I Tilt I • Axial live load NOT Included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.178 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. Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Hllto" Site Wall Job# : Dsgnr: JM Description .... This Wall in File: A:\PROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX Page : 1 Date: 20 AUG 2018 RetalnPro (c) 1987-2016, Build 11.17.03.17 License: KW--06066430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : BURKETT AND WONG ENGINEERS I Criteria • I Soil Data • Retained Height = 4.00 ft Wall height above soil = 3.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 12.00 in Water height over heel 0.0 ft Allow Soil Bearing = 3,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 300.0 psf/ft = 110.00 pcf 0.00 pcf 0.350 0.00 in '-ii s.u.r.c.ha•r•g•e•L•o-ad_s _____ _.1 I Lateral Load Applied to Stem • Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Lateral Load ... Height to Top ... Height to Bottom Load Type 0.0 #/ft 0.00 ft 0.00 ft = Wind /Y'I) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf I Adjacent Footing Load • Adjacent Footing Load = 0.0lbs Footing Width = 0.00 ft Eccentricity 0.00in Wall to Ftg CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 I Design Summary Wall Stablllty Ratios Overturning • L.I s_te_m_c_o_n_s.tr.u.c.ti_o_n __ •• __:B:..:o:.::tt:=.om:.c:.... _____________ _ • -Stem OK Sliding = Total Bearing Load ... resultant ecc. 2.37 OK 1.62 OK 1,473 lbs 5.24 in Soil Pressure@ Toe = 920 psf OK Soil Pressure @ Heel = 62 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,288 psf ACI Factored@ Heel 87 psf Footing Shear@ Toe Footing Shear @ Heel Allowable = Slldlng Cales Lateral Sliding Force = 8.4 psi OK 3.8 psi OK 75.0 psi less 100% Passive Force = - less 100% Friction Force = 687.5 lbs 600.0 lbs 515.4 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 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 Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" Masonry Design Method ASD Thickness 8.00 Rebar Size = # 4 Rebar Spacing 24.00 Rebar Placed at Edge Design Data ------------------------- fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= psi = psi= psi= in2 = in= 0.719 440.0 586.7 816.1 4.8 52.1 91 .50 5.25 Masonry Data ------------------------- fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = = psf= = in= = 2,000 20,000 Yes 16.11 78.0 1.000 7.60 Medium Weight ASD Concrete Data ------------------------- fc psi = Fy psi = Use menu Item Settings > Printing & Title Block to set these five lines of Information Title Hllto1' Site Wall Job# : Dsgnr: JM Page : 2 Date: 20 AUG 2018 for your program. Description .... This Wall in File: A:\PROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX RetalnPro (c) 1987-2016, Build 11.17.03.17 License : KW--06066430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : BURKETT AND WONG ENGINEERS I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.25 ft 1.75 3.00 12.00 in 12.00 in 0.00 in 2.00 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density = 0.0018 Footing Design Results Toe Factored Pressure 1,288 Mu' : Upward 876 Mu' : Downward 309 Mu: Design = 567 Actual 1-Way Shear 8.35 Allow 1-Way Shear 75.00 Toe Reinforcing None Spec'd Heel Reinforcing None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings • Heel 87 psf 136 ft-# 543 ft-# 408 ft-# 3.84 psi 75.00 psi Min.As% Cover@ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi•5•Iambda•sqrt(fc)"Sm Key: Not req'd: Mu < phi•5•Iambda•sqrt(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 0.78 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure 687.5 1.67 1,145.8 Soil Over Heel = 476.7 2.46 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 0.63 Surcharge Over Toe Total 687.5 O.T.M. 1,145.8 Stem Weight(s) 546.0 1.58 Earth @ Stem Transitions= = = Footing Weight = 450.0 1.50 Resisting/Overturning Ratio 2.37 Key Weight = 2.50 Vertical Loads used for Soil Pressure = 1,472.7 lbs Vert. Component Moment ft-# 1,171.8 884.5 675.0 Total= 1,472.7 lbs R.M.= 2,711.3 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I • Axial live load NOT Included in total displayed1 or used for overturning resistance, but is Included for soil pressure ca,culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell@ Top of Wall (approximate only) 250.0 pci 0.060 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. Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Hllto" Site Wall Job# : Dsgnr: JM Description .... This Wall in File: A:\PROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX Page : 1 Date: 20 AUG 2018 RetalnPro (c) 1987-2016, Build 11.17.03.17 License: KW-06056430 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : BURKETT AND WONG ENGINEERS I Criteria • I Soil Data • Retained Height 5.00 ft Allow Soil Bearing = 3,000.0 psf wall height above soil 2_00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Height of Soil over Toe = Water height over heel 12.00 in 0.0 ft Active Heel Pressure 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure = 300.0 psf/ft 110.00 pcf o.oo pcf = 0.350 0.00 in 71 S~u•r•c•h-ar•g~e•L•o•a•d•s-----_.l I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft Adjacent Footing Load 0.00 ft Footing Width 0.00 ft Eccentricity Wind0N) Wall to Ftg CL Dist = (Service Level) Footing Type Base Above/Below Soil 0.0 psf at Back of Wall = Poisson's Ratio = 0.0 lbs 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 • I Design Summary • '-,,S-te.m_c_o_n.s.tr.u.c.ti•o•n __ ... .......:.B;;..co:..:tt:..:o..:..:m,;.._ ______________ _ • -Stem OK Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.20 OK 1.55 OK 2,462 lbs 8.23 in Soll Pressure@ Toe 1,334 psf OK Soil Pressure @ Heel O psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 1,868 psf ACI Factored@ Heel = O psf Footing Shear@ Toe Footing Shear @ Heel = Allowable Slldlng Cales Lateral Sliding Force 7.9 psi OK 5.3 psi OK 75.0 psi less 100% Passive Force= - less 100% Friction Force = 1,161 .9 lbs 937.5 lbs 861.8 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS 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 Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" Masonry Design Method ASD Thickness = 8.00 Rebar Size # 4 Rebar Spacing = 16.00 Rebar Placed at Edge Design Data ------------------------- fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= psi= psi= psi= in2 = in= 0.949 687.5 1,145.8 1,206.9 7.5 52.1 91.50 5.25 Masonry Data ------------------------- fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = = psf= = in= 2,000 20,000 Yes 16.11 78.0 1.000 7.60 Medium Weight ASD Concrete Data ------------------------- fc psi= Fy psi= Use menu Item Settings > Printing & Tltle Block to set these five llnes of Information Tille Hllto" Site Wall Job# : Dsgnr: JM Page : 2 Date: 20 AUG 2018 for your program. Description .... This Wall in File: A:IPROJECnGPR\13127A.1 Hilton Tapastry Hotel Expansion\CALCS\site wall.RPX Ret.alnPro (c) 1987-2016, Build 11.17.03.17 License : KW-46066430 License To : BURKETT AND WONG ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 1.25 ft 2.58 3.83 18.00 in 12.00 in 0.00 in 1.25 ft 60,000 psi 150.00 pcf 0.0018 Footing Design Results 12!! Factored Pressure 1,868 Mu' : Upward 1,294 Mu' : Downward 398 Mu: Design = 897 Actual 1-Way Shear = 7.94 Allow 1-Way Shear 75.00 Toe Reinforcing None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings • Heel O psf 471 ft-# 2,005 ft-# 1,533 ft-# 5.30 psi 75.00 psi Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Toe: #4@6.17 in, #5@9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@24.38 in, #9@ 30. Heel: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 1.49 in2 0.39 in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@27.16 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure = 1,161.9 2.17 2,517.4 Soil Over Heel 1,054.0 2.87 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 = 0.63 Surcharge Over Toe Total 1,161.9 O.T.M. 2,517.4 Stem Weight(s) = 546.0 1.58 Earth@ Stem Transitions= = = Footing Weight = 862.4 1.92 Resisting/Overturning Ratio = 2.20 Key Weight = 1.75 Vertical Loads used for Soil Pressure = 2,462.4 lbs Vert. Component 3.83 Moment ft-# 3,030.0 864.5 1,652.8 Total c 2,462.4 lbs R.M.= 5,547.4 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. I Tilt I • Axial live load NOT included in total displayed( or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.068 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.