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Home My WebLink AboutCD 2019-0020; PARK HYATT AVIARA; STRUCTURAL CALCULATIONS; 2020-02-03enG1neeRs g Washington I!? Oregon ~ California -~ Texas Cl) :g Alaska ~ Colorado ~ Montana RECORD COPY Q'ir,./e@, Initial FEB I 3 2020 ~---------___, - LAND Df: JLLuPMENT = 0 \' =·::-,:;::11, 10 __ ...,,__,, •. ..._ ___ ,... V Structural Calculations Park Hyatt Aviara -Interior Carlsbad, CA Proj. No. CD2019-0020 GR2019-0043 DWG 313-5E DCI Job Number 19071-0028 February 03, 2020 Prepared for: WATG 2600 Michelson Drive, Suite 930 Irvine, CA 92612 (949) 892-4950 Serv i ce Innov ation Va lue --- g i -~ :g i CE VED ena1neeRs FEB 13 2020 Washington Oregon California Texas Alaska Colorado Montana February 3, 2020 WATG Attn: Greg Villegas 300 Spectrum Center Drive, Suite 500 Irvine, Ca 92618 LAND OE\ ~L. 1.· ?MENT ENGINE.EKING Re: Park Avlara Retaining Wall Plan Check Comments Below are DCl's responses to the comments provided by Michal Baker International dated January 28, 2020. Please let us know if you have any questions or need any additional information. Structural Calculations Comments Provide revised Geotech parameters or revise to match current Geotech report. Current report and grading plans mention 35 psflft of active, an 0.35 friction. Current report does not confirm the use of 110 pcf. Geotechnical engineer has confirmed the use of 120 pct for soil density at both the heel and toe side. Active, passive, and soil friction values have been updated to match Geotech report. Provide revised Geotech parameters or revise to match current Geotech report. Current report mentions that either passive force or friction force must be reduced by 50% if combined with one another. Sliding calculations have been updated to include 50% of the passive force when combined with friction force. Structural Plan Comments Sheet 4: All markups on the general notes have been incorporated into the updated structural general notes. The wind table and diagram is not applicable to the type of project and has been removed. Sheet 6: Special inspections table has been added to sheet 6 per plan check comments. Sheet 7: All markups on detail 7 have been incorporated into the updated structural plans. Details 6& 7 have been added for anchorage of the drink rail and guardrail. The retaining walls have been designed for an additional overturning lateral load due to a max 3'-10" fence/ guardrail on top of the retaining wall. Sincerely, DCI Engineers Maggie Clavijo PE, SE Associate Principal 2600 Michelson Drive, Suite 930 Irvine, CA 92612 (949) 892-4950 Serv i ce I nnovat i on V alue ---- 5DCI enc:;1neeRs Project Subject i ' I I I i I I ' I i I i I i 1 j I , I l I I ' I ' I I I -+'---+-+-j L. ' I rv: I ' i i I ))_. I I i I I ' I I i I I I ' I ' j I i I I ' I ! I ! I I I I I I I I I I I , i I I I I I , I ! \ I ,_ 1, -\(?~ i I ! I I ! I I I I ! I i , -r .,.. ~ I • I I i7 I I I ' j j 1 I I , I I I I ! i I , i I I I I I I ! I I I ,i I I I,, \,{' t-i>: lq I I i I i I , : I i , I , : ! I ,. r ·-r ~-rf-•-r- I i ! I I I I i I I i I ' I I I i I I i I I i ) i ! I I I , l i I i ! I ' 1 I ' I : ' 1 · \v( ,,,,1 ,... :v ; I(!\ I. I ' ' I ~ ~(,L•',l I ) I ! I l I I I I I i I I I I ' I I ! I ' ' I I I i I -1 ·1· f 1 1 I : I I I I I I I I t , ! I I I I I ' l ' I I ; I I I I I ! i i I I I I I I I I I ' I I I ' I I 1 I I i ' I ' I I I I Project No. ; i I I I I ' ' I I. ! I I I ' Sheet No. Date vi 10 l"\ By ' I ) 1 ' I I I I I I I I I 1 I I I I I ! I I I I I I I I r ' I I I I I I ! I I I I I I I i I I I I ! ' I I I I I I I I I i I I I I I I I I I I I ' §DCI enGlnEERS Project Subject I l I i ' ' I I I I ' I I I I Project No. Sheet No. Date By j I I I Project Title: Engineer: Project ID: Project Descr: Steel Beam FHe = J:\71-IMne\2019 Projedl\19071--0028.00 Park Avln\4-Cek:ulations\Gravily\Avln • Drink rail.ec6 . Sollware ~ ENERCAI.C, INC. 1983-2018, Buld:10.18.12.13 . I, II ", Description : drink rail beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-16 Material Properties . . I Analysis Method : Allowable Strength Design Beam Bracing : Completely Unbraced Fy : Steel Yield : E: Modulus : 46.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending -----=== ~ ,.____j -A~::,.r-----C{l3 ) ~ Span =1 .0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.010 ksf, Tributary Width= 4.0 ft Point Load : L = 0.30 k@ 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.145 : 1 HSS2x2x1/4 0.320 k-ft 2.213 k-ft +D+L+H 0.000ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.008 in Ratio= 0.000 in Ratio = 0.008 in Ratio= 0.000 in Ratio= 3,015 >=360 0 <360 2872 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax-Ma Max Mnx Mnx/Omega Cb Rm +D+H Dsgn. l = 1.00ft 0.009 0.004 -0.02 0.02 3.70 2.21 1.00 1.00 +D+L+H Dsgn. L = 1.00ft 0.145 0.034 -0.32 0.32 3.70 2.21 1.00 1.00 +D+lr+H Dsgn. l = 1.00ft 0.009 0.004 -0.02 0.02 3.70 2.21 1.00 1.00 +D+S+H Dsgn. l = 1.00ft 0.009 0.004 -0.02 0.02 3.70 2.21 1.00 1.00 +D+0.750lr+0.750l+H Dsgn. l = 1.00ft 0.111 0.026 -0.25 0.25 3.70 2.21 1.00 1.00 +D+0.750l+0.750S+H Dsgn. l = 1.00ft 0.111 0.026 -0.25 0.25 3.70 2.21 1.00 1.00 +D+0.60W+H Dsgn. l = 1.00ft 0.009 0.004 -0.02 0.02 3.70 2.21 1.00 1.00 +D+0.750lr+0.450W+H Dsgn. l = 1.00ft 0.009 0.004 -0.02 0.02 3.70 2.21 1.00 1.00 +D+0.750S+0.450W+H Dsgn. l = 1.00ft 0.009 0.004 -0.02 0.02 3.70 2.21 1.00 1.00 +0.60D+0.60W+0.60H Dsgn. l = 1.00ft 0.005 0.002 -0.01 0.01 3.70 2.21 1.00 1.00 +D+0.70E+0.60H Design OK 0.034: 1 HSS2x2x1/4 0.340 k 10.020 k +D+L+H 0.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.04 16.73 10.02 0.34 16.73 10.02 0.04 16.73 10.02 0.04 16.73 10.02 0.27 16.73 10.02 0.27 16.73 10.02 0.04 16.73 10.02 0.04 16.73 10.02 0.04 16.73 10.02 0.02 16.73 10.02 Description : drink rail beam Load Combination Segment Length Span# Dsgn. L = 1.00 ft +D+0.750L +0.750S+0.5250E+H Osgn. L = 1.00 ft +0.60D+0.70E+H Max Stress Ratios M V 0.009 0.111 Osgn. L = 1.00 ft 1 0.005 0.004 0.026 0.002 Overall Maximum Deflections Mmax+ Project Title: Engineer: Project ID: Project Descr: Ale= J:\71-lrvine\2019 Projecs\19071-0028.00 Park Avln\4-CelculationslGrvllra • Drink rail.ec:fl . Mmax• .Q.02 .Q.25 .Q.01 Sol\ware copyright ENERCAI.C, INC. 1983-2018, Buld:10.18.12.13 . Summary of Moment Values Ma Max Mnx Mme/Omega Cb Rm 0.02 3.70 2.21 1.00 1.00 0.25 0.01 3.70 3.70 2.21 1.00 1.00 2.21 1.00 1.00 • • I Summary of Shear Values Va Max Vnx Vnx/Omega 0.04 16.73 10.02 0.27 0.02 16.73 16.73 10.02 10.02 Load Combination Span Max. •.• Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L+H Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L +0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0. 750L +0.750S+0.5250E+H +0.60D+0.70E+H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Support 1 0.340 0.024 0.040 0.340 0.040 0.040 0.265 0.265 0.040 0.040 0.040 0.024 0.040 0.265 0.024 0.040 0.300 0.0084 1.000 Support notation : Far left is #1 Support2 0.0000 0.000 Values in KIPS 5DCI enGlnEERS Project Subject I I I I ! i i . I ! I I I i I I I I I I I I i ! I I I I I ! ! I I i i I I i i I I I i I I ! I I I I I I I I I I i I I I I I I I I I -,-i I I I i I I I I I i i l I I I I I I I I I I I I I ! ! I I I I ! I I I l I i I I I I I ! I I I I I I I i ! I I i I I I I I ! l.'\J/ ' \,-) i r I ! I ! I I i I I I I I I i I I I I I I I I I I I ! I I I I I I I ! I I ! I I I I I i I I I I I i I I I I Project No. : I I i I I ! I i I I I I I i I I ! Sheet No . Date By i I I /' \~ 9 I I I 1 i I I I I I I I I I I i I . i ! I I l , ~ f-rt-i I I i I . i I ! I ! : I I I I I I ' I I I I i ·ti 11 I <'/,LI I I i I i i I I I I i 1 ! I I I ! I I i I I I I I I 1 I I I I i I I I I I ! I I I i l I ! ! I I ! I I §DCI EnGlnEEAS i ' Project Subject I I I : I ' I I I i I I I I I I I I I I ! I i C' r,-6> I I I I I I I ! l I I I : I I I I I I I I \AJ;::1,L,L- I I I I I I I I I I I I I I I I I i ' I I : I I I I I I I l I I I i I I I I I l I I I I I I I k 'Lt:\ t', i I I I i ( I I I I I I I I I I j I I I I I I I I I ! ! ' ' I I ~-'\l\V ! j I I I I I I : I ! I I I I I I I II I I I _ __.__._I 1 _I I ..'._ _l__'_L I f--1 -'I_' .___,1,-4--, _,.1 _1 I ! ! I , I I ' j I ! I I I I I I I I I I I 1 I I i , I j I i I I I I I ! I I I I I I I I I I I I I j I I I I I i i I • ! I I i i I ' i I I I I I i I : I i I ! . I 'Iv !' t ! A!17:~ I i I ! • ' I I ' I I I I f I I I I I I Project No. ; I ! I ! I I I I I ! ! I I I I ! I ! I I I I ! ! I ' I I i I I I : I I I I I i I ! I ' : I I f ! i I I ' : I Sheet No. Date By I I I i I I ! I ; I I I ! l I I I I l ' I i I I I I ' I I I I I I t ' ' ; I [l $ (I.A.: 7.. I : I : I I I ' I I I i I I I I I ! I I if'~,, : I ! I I I I I I I I i I I I I I I j I I Use menu Item Settings > Printing & Title Block to set these five tines of Information for your program. Title 4' re~lned wall Job # : Dsgnr: Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Par1< Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 1117-2017, Bulld 11.17.11.03 l.lcenM : KW-Ge058341 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria • !Soll Data I Retained Height = 6.00 ft Wall height above soil = 3.83 ft Slope Behind Wall = 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Height of Soll over Toe = 24.00 In Water height over heel = 0.0ft = Passive Pressure 350.0 psf/ft Soil Density, Heel 120.00 pcf Soil Density, Toe = 120.00 pcf FoolingllSoil Friction = 0.350 Soll height to ignore for passive pressure = 12.00 in ,I s.u.r.ch•a•r•g•e •L•oa•d•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 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0lbs 0.0lbs 0.0in Lateral Load = 34.3 #/ft ... Height to To~ = 9.83 ft ... Height to Bottom = 6.00 ft Load Type = Wind {W) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0lbs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 I Design Summary Wall Stablllty Ratios Overturning • .._I s.t.e•m-c.o.n.s.tru_c.tl•o•n--•• --'2"-'n"""d __ B:...o;...;tt...:;o...;.m;...._ _________ _ • -Stem OK Stem OK Sliding Total Bearing Load ... resultant ecc. = = 2.34 OK 1.92 OK 3,438 lbs 9.69 In Soil Pressure@ Toe 1,860 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 2,000 psf Soll Pressure Less Than Allowable ACI Factored@ Toe = 2,603 psf ACI Factored @ Heel = 0 psf Footing Shear@Toe = 12.1 psi OK Footing Shear @ Heel = 8.3 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force less 50 % Passive Force = • less 100% Friction Force = • 988.9 lbs 700.0 lbs 1,203.3 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= 6.00 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = ASD ASD Thickness = 8.00 8.00 Rebar Size = # 5 # 6 Rebar Spacing = 32.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa 0.222 0.897 Total Force@ Section Service Level Strength Level Moment .. .Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= ft-#= 131.4 251.6 1,132.8 psi= 1.4 psi= psi = 51.3 in2 = 91.50 in= 5.25 761.4 2,299.8 2,565.0 8.3 52.8 91.50 5.25 Masonry Data ------------------------- 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= 24,000 = Yes = 16.11 psf = 78.0 = 1.000 In= 7.60 2,000 20,000 Yes 16.11 78.0 1.000 7.60 = Medium Weight = ASD Concrete Data ------------------------- re Fy psi= psi= Title 4' reb!lned wall Page : 2 Use menu Item Settings > Printing & Title Block to set these five lines of Information Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvlne\2019 Projects\19071--0028.00 Park Aviara\4-Calculations\Gravitylreta RetalnPro (c) 1987-2017, Bulld 11.17.11.03 Uc:enH : KW-0&058348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width = 0.83 ft Heel Width = 3.25 Total Footing Width = 4.08 Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 0.00 In Key Distance from Toe = 2.00 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results I Tut 1::1.uJ. Factored Pressure = 2,603 0 psf Mu': Upward = 830 1,251 ft-# Mu' : Downward = 226 3,933 ft-# Mu: Design = 604 2,682 ft-# Actual 1-Way Shear 12.08 8.26 psi Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing # 5@ 18.00 in Heel Reinforcing # 5@ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 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 relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 9.26In #5@ 14.35 In #6@20.37 In 1.06 ln2 0.26 in2 /ft 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 ..... Item Force Distance Moment lbs ft ft-# Force Distance Moment Heel Active Pressure 857.5 2.33 2,000.8 Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load 131.4 8.92 1,171.2 Load @ Stem Above Soil = Total 988.9 O.T.M. 3,172.0 Resisting/Overturning Ratio 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 Welght(s) = Earth @ Stem Transitions= Footing Weigh! = Key Weight lbs ft ft-# 1,860.0 2.79 5,186.3 199.2 766.7 612.0 0.42 1.16 2.04 2.50 82.7 892.0 1,248.5 Vertical Loads used for Soll Pressure = = 2.34 3,437.9 lbs Vert. Component _= ____ _ Total• 3,437.9 lbs R.M.• 7,409.4 • Axial live load NOT included In total displayed( or used for overturning resistance. but is included for soil pressure ca culation. 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 mt • Horizontal Peflectjon at Top of wan 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 0.124 in The above caJcyJatjon is not valid if the heel soil bearjng pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Title 5' reuilned wall w/ wind Page : 1 Use menu Item Settings > Printing & Title Block to set these five llnes of Information Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvlne\2019 Projects\19071-0028.00 Par1< Aviara\4-Calculations\Gravity\reta RetalnPro (c) 1917-2017, Bulld 11.17.11.03 ucen .. : KW-480513" Cantilevered Retaining Wall License To : DCI ENGINEERS Code: CBC 2016,ACI 318-14,ACI 530-13 ,I c.r.it.e.ria _________ .l I Soil Data I Allow Soll Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Retained Height 7.00 ft Wall height above soil = 3.83 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft = Passive Pressure = 350.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in ,I s.u.r.c.ha•r•g•e•L•o-ad_s _____ _.l I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 34.3 #/ft • I Adjacent Footing Load Used To Resist Sliding & Overturning ... Height to To~ 10.83 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 7.00 ft Used for Sliding & Overturning I Axial Load Applied to Stem I Load Type = Wind (W) (Service Level) Axial Dead Load Axial Live Load Axial Load Eccentricity = I Design Summary 0.0 lbs 0.0 lbs 0.0 in • Wall Stability Ratios Overturning 1.90 OK Sliding Total Bearing Load ... resultant ecc. 1.67 OK 3,928 lbs 12.04 in Soil Pressure@ Toe = 2,527 psf OK Soll Pressure @ Heel = 0 psf OK Allowable 2,667 psf Soll Pressure Less Than Allowable ACI Factored @ Toe 3,537 psf ACI Factored@ Heel = o psf Footing Shear@ Toe = 14.2 psi OK Footing Shear @ Heel = 11.6 psi OK Allowable 82.2 psi Slldlng Cales Lateral Sliding Force = less 50 % Passive Force -- less 100% Friction Force = - Added Force Req'd .... for 1.5 Stability 1,298.5 lbs 789.9 lbs 1,374.8 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Wind on Exposed Stem = (Service Level) J Stem Construction Design Height Above Ftg 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 Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Load Factors -------------Short Term Factor Equiv. Solid Thick. 0.0 psf • 2nd Stem OK ft= 7.00 = Masonry = ASD = 8.00 = # 5 = 32.00 = Edge 0.224 lbs= 131.4 lbs= ft-#= 251.6 ft-#= ft-#= 1,121 .1 psi= 1.4 psi= psi= 44.6 in2= 91 .50 in= 5.25 psi= 1,500 psi= 24,000 = Yes = 21.48 psi= 78.0 = 1,000 in= 7.60 Adjacent Footing Load = Footing Width = Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Bottom Stem OK 0.00 Masonry ASD 8.00 # 6 8.00 Edge G.611 988.9 3,172.0 4,624.0 10.8 53.1 91.50 5.25 2,000 20,000 Yes 16.11 78.0 1.000 7.60 Building Code Dead Load CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type Medium Weight Live Load Earth,H Wind,W Seismic, E Masonry Design Method Concrete Data re Fy = ASD psi= psi= 0.0lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Title 5' reuilned wall w/ wind Page: 2 Use menu Item Settings > Printing & Title Block to set these five llnes of Information Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RetalnPro (c:) 1987-2017, Build 11.17.11.03 Uc:enH: KW-08058348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width = 0.83 ft Heel Width 3.25 Total Footing Width = 4.08 Footing Thickness = 14.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe 2.50 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Summa Footing Design Results I I.21 liu.l Factored Pressure = 3,537 O psf Mu': Upward = 1,110 795 ft-# Mu' : Downward = 240 4,589 ft-# Mu: Design = 870 3,794 ft-# Actual 1-Way Shear 14.24 11.58 psi Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing # 5@ 18.00 In Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 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 relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.94 in #5@ 12.30 In #6@ 17.46 in Forces & Moments 1.23 in2 0.30 ln2 1ft If two layers of horizontal bars: #4@ 15.87 in #5@24.60 In #6@34.92 In ..... OVERTURNING ..... ..... RESISTING ..... Item Force Distance Moment lbs ft ft-# Force Distance Moment Heel Active Pressure Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = = Total Resisting/Overturning Ratio 1,167.2 2.72 3,177.2 131.4 10.08 1,324.4 1,298.5 O.T.M. 4,501.7 Vertical Loads used for Soll Pressure = = 1.90 3,927.9 lbs lbs ft ft-# Soll Over Heel 2,170.0 2.79 6,050.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 199.2 0.42 82.7 Surcharge Over Toe = Stem Weight(s) = 844.7 1.16 982.7 Earth @ Stem Transitions= Footing Weigh! = 714.0 2.04 1,456.6 Key Weight = 3.00 Vert. Component = Total• 3,927.9 lbs R.M.• 8,572.6 • Axial live load NOT included In total displayed! or used for overturning resistance, but is included for soil pressure ca culation. 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 Horizontal Deflection at Top of wan 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 pcl 0.186 In The aboye calcu1auon 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 Title 5' retained wall w/o wind Page : 1 Use menu Item Settings > Printing & Title Block to set these five lines of Information Job # : · Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in FIie: J:\71-lrvlne\2019 Projects\19071-0028.00 Park Avlara\4-Calculations\Gravity\reta RetlllnPro (c) 111117-2017, Build 11.17.11.03 UcenM : KW-08058348 License To · DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I !Soil Data I - Retained Height = 7.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 3.83 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 --Height of Soil over Toe = 24.00 in = Water height over heel 0.0 ft Passive Pressure = 350.0 psf/ft = Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Footingl!Soll Friction = 0.350 I Soll height to ignore for passive pressure = 12.00 in , __ ;;i ,I s.u.r.c.ha•r•g•e•L•o-ad_s _____ _., I Lateral Load Applied to Stem I I Adjacent Footing Load ' Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0lbs Used To Resist Sliding & Overturning ... Height to To~ = 10.83 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 7.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type Wind (W) Wail to Fig CL Dist = 0.00 ft I Axial Load ~~lied to Stem • (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0in I Design Summary • I Stem Construction I 2nd Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Ftg ft= 7.00 0.00 Overturning 2.70 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.85 OK Design Method = ASD ASD Thickness = 8.00 8.00 Total Bearing Load = 3,928 lbs Rebar Size = # 5 # 6 ... resultant ecc. 8.00 in Rebar Spacing = 32.00 8.00 Rebar Placed at = Edge Edge Soil Pressure @Toe = 1,906 psf OK Design Data Soil Pressure @ Heel 19 psf OK fb/FB + fa/Fa = 0.000 0.433 Allowable = 2,000 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= 857.5 ACI Factored @ Toe = 2,669 psf ACI Factored @ Heel = 27 psf Strength Level lbs= Moment .... Actual Footing Shear@ Toe = 10.4 psi OK Service Level ft-#= 2,000.8 Footing Shear @ Heel = 6.4 psi OK Strength Level ft-#= Allowable = 82.2 psi Slldlng Cales Moment. .... Allowable ft-#= 1,121.1 4,624.0 Lateral Sliding Force 1,167.2 lbs Shear ..... Actual less 50 % Passive Force = -789.9 lbs Service Level psi= 9.4 less 100% Friction Force = -1,374.8 lbs Strength Level psi= Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 78.4 53.1 ... .for 1.5 Stability = 0.0 lbs OK Anet (Masonry) ln2 = 91.50 91.50 Rebar Depth 'd' in= 5.25 5.25 Masonry Data rm psi= 1,500 2,000 Fs psi= 24,000 20,000 Solid Grouting = Yes Yes Vertical component of active lateral soll pressure IS Modular Ratio 'n' = 21.48 16.11 NOT considered in the calculation of soll bearing Wall Weight psf = 78.0 78.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in = 7.60 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method ASD Earth,H 1.600 Concrete Data Wind,W 1.000 re psi= Seismic, E 1.000 Fy psi= Uae menu Item Settings > Printing & Title Block to set these five llnes of lnfonnatlon for your program. Title 5' re~lned wall w/o wind Job # : Dsgnr: Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 2 Date: 3 FEB 2020 RetalnPro (c:) 1987-2017, Build 11.17.11.03 Uc:enN : KW.o8058348 License To : DCI 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 = re = 3,000 psi Fy = Footing Concrete Density 0.83 ft 3.25 4.08 14.00 In 12.00 in 0.00 In 1.75 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@Top 2.00 @Btm.= 3.00 In • Footing Design Results I lSll .l:1u.l Factored Pressure = 2,669 27 psf Mu' : Upward = 858 1,950 ft-# Mu' : Downward = 240 4,589 ft-# Mu: Design 617 2,638 ft-# Actual 1-Way Shear = 10.41 6.36 psi Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing = # 5@ 18.00 in Heel Reinforcing = # 5@ 18.00 In Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings 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 relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 7.94 In #5@ 12.30 In #6@ 17.46 In 1.23 in2 0.30 in2 1ft If two layers of horizontal bars: #4@ 15.87 In #5@24.60 In #6@34.92 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure 1,167.2 2.72 3,177.2 Surcharge over Heel = Surcharge over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soll = Total 1,167.2 O.T.M. 3,177.2 Resisting/Overturning Ratio Vertical Loads used for Soll Pressure = = 2.70 3,927.9 lbs lbs ft ft-# Soll Over Heel 2,170.0 2.79 6,050.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe 199.2 0.42 82.7 Surcharge Over Toe = Stem Welght(s) = 844.7 1.16 982.7 Earth @ Stem Transitions= Footing Welgh1 = 714.0 2.04 1,456.6 Key Weight = 2.25 Vert. Component = Total • 3,927.9 lbs R.M.• 8,572.6 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 rnt • • 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 wan due to settlement of soil (Deflection due to wall bending not considered) Soll Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.141 In The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wan would then tend to rotate Into the retained soil. Use menu Item Settings > Printing & Tltle Block to set these five llnes of Information for your program. Title 6' ret111lned wall w/ wind Job # : Dsgnr: Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Avlara\4-CalculaUons\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 1987-2017, Build 11.17.11.03 UcenH; KW~348 License To · DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I !Soll Data I - Retained Height = 8.00 ft Allow Soil Bearing = 2,667.0 psf Wall height above soil = 3.83 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 -" Height of Soil over Toe = 24.00 in = Water height over heel 0.0ft Passive Pressure = 350.0 psf/ft If'. = Soll Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.350 ll' Soll height to Ignore . for passive pressure = 12.00 in [ -J .,I Sl!!llu•r•c•ha.r1111g~e•L•o•ad•s----~--· I Lateral Load Apphed to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 34.3 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ... Height to To~ = 11.83 ft Footing Width = 0.00 ft Surcharge Over Toe = o.o psf ... Height to Bottom = 8.00 ft Eccentricity = 0.OO in Used for Sliding & Overturning Load Type = Wind CM) Wall to Fig CL Dist = 0.00 ft I Axial Load Applied to Stem • Footing Type Line Load (Service Level) Base Above/Below Soll Axial Dead Load = 0.0lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio 0.300 Axial Load Eccentricity 0.0in I I Adjacent Footing Load I I Design Summary • I Stem Construction I 2nd Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Ftg ft= 8.00 0.00 Overturning = 2.19 OK Wall Material Above "Ht" Masonry Masonry Sliding 1.65 OK Design Method = ASD ASD Thickness = 8.00 8.00 Total Bearing Load = 5,288 lbs Rebar Size = # 5 # 6 ... resultant ecc. = 12.21 in Rebar Spacing = 32.00 8.00 Soil Pressure@ Toe Rebar Placed at = Edge Edge = 2,522 psf OK Design Data Soll Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.224 0.121 Allowable = 2,667 psf Total Force @ Section Soll Pressure Less Than Allowable ACI Factored @ Toe = 3,531 psf Service Level lbs= 131.4 1,251.4 ACI Factored @ Heel = 0 psf Strength Level lbs= Footing Shear @ Toe = 12.6 psi OK Moment .... Actual Service Level ft-#= 251.6 4,289.2 Footing Shear@ Heel = 9.7 psi OK Strength Level ft-#= Allowable = 82.2 psi Slldlng Cales Moment. .... Allowable ft-#= 1,121.1 4,624.0 Lateral Sliding Force = 1,655.8 lbs Shear ..... Actual less 50 % Passive Force = -884.7 lbs Service Level psi= 1.4 13.7 less 100% Friction Force = -1,850.8 lbs Strength Level psi= Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 44.6 53.3 ... .for 1.5 Stability 0.0 lbs OK Anet (Masonry) ln2= 91.50 91.50 Rebar Depth 'd' in= 5.25 5.25 Masonry Data rm psi= 1,500 2,000 Fs psi= 24,000 20,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 16.11 NOT considered In the calculation of soil bearing Wall Weight psf = 78.0 78.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. In= 7.60 7.60 Dead Load 1.200 Masonry Block Type Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic, E 1.000 Fy psi= Title 6' retained wall w/ wind Page : 2 Use menu Item Settings > Printing & Title Block to set these five lines of lnfonnatlon for your program. Job # : · Dsgnr: Date: 3 FEB 2020 Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Caiculatlons\Gravity\reta RetalnPro (c) 1917-2017, Build 11.17.11.03 Uc:enH : KW--06051348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width = 0.83 ft Heel Width = 4.00 Total Footing Width 4.83 Footing Thickness 16.00 In Footing Design Results I Isa Uul Factored Pressure 3,531 0 psf Mu': Upward = 1,136 2,752 ft-# Mu' : Downward 255 8,507 ft-# Key Width = 12.00 in Key Depth 0.00 in Key Distance from Toe = 2.50 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Mu: Design = 881 5,755 ft-# Actual 1-Way Shear 12.64 9.74 psi Allow 1-Way Shear = 43.82 82.16 psi Toe Reinforcing # 5@ 10.00 in Heel Reinforcing = # 5 @ 10.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 In, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... 1.67 in2 0.35 ln2 /ft If two layers of horizontal bars: #4@ 13.89 In #5@21.53 in #6@30.56 In .. ... RESISTING ..... Item Force Distance Moment lbs ft ft-# Force Distance Moment = 1,524.4 3.11 4,742.7 Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = 131 .4 11.25 1,477.7 Total 1,655.8 O.T.M. 6,220.4 = Resisting/Overturning Ratio Vertical Loads used for Soll Pressure = = 2.19 5,287.9 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 Weight Key Weight = Vert. Component lbs ft ft-# 3,200.0 3.16 10,122.7 199.2 922.7 966.0 0.42 1.16 2.42 3.00 82.7 1,073.5 2,332.9 Total• 5,287.9 lbs R.M.• 13,611.7 • Axial live load NOT included In total displayed{ or used for overturning resistance, but is included for soil pressure ca culation. 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 rut • Horizontal Deflection at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Deft @ Top of Wall (approximate only) 250.0 pci 0.172 in The above calculation is not valid ;r the heel soil bearing pressure exceeds that of the toe because the wan would then tend to rotate into the retained sou, UH menu Item Settings > Printing & Title Block to set theH five lines of Information for your program. Title 6' rellllned wall w/o wind Job # : Dsgnr: Description .... This Wall In File: J:\71-lrvlne\2019 Projects\19071-0028.00 Pari< Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 11187-2017, Build 11.17.11.03 I.JcenM : KW~58341 License To · DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I I Soll Data I Retained Height = 8.00 ft Wall height above soil = 3.83 ft Slope Behind Wall = 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psffft Height of Soil over Toe = 24.00 In Water height over heel = 0.0ft = Passive Pressure = 350.0 psffft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pct Footingl!Soil Friction = 0.350 Soil height to Ignore for passive pressure = 12.00 in ,I s.u.r.c.ha•r•g•e•L•o.ad_s _____ _., I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axlal Load Applied to Stem • Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In I Design Summary I Wall Stablllty Ratios Overturning 3.17 OK Sliding = 1.86 OK Total Bearing Load ... resultant ecc. 5,578 lbs 8.31 In Soil Pressure @ Toe = 1,996 psf OK Soil Pressure @ Heel = 200 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe 2,794 psf ACI Factored @ Heel 280 psf Footing Shear@ Toe = Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force = less 50 % Passive Force = - less 100% Frictlon Force = • Added Force Req'd .... for 1.5 Stability 9.7 psi OK 4.8 psi OK 82.2 psi 1,524.4 lbs 884.7 lbs 1,952.3 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load = 0.0 #/ft ... Height to Toi: = 11.83 ft ... Height to Bottom 8.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 0.0 psf I ft= = = = = = 2nd Stem OK 8.00 Masonry ASD 8.00 # 5 32.00 Edge Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 8.00 # 6 8.00 Edge Design Data fb/FB + fa/Fa = 0.000 O.S4e Total Force@Sectlon Service Level Strength Level Moment .... Actual Service Level Strength Level Moment ..... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= ft-#= psi= psi= 1,121.1 psi= 78.4 ln2 = 91 .50 in = 5.25 1,120.0 2,986.7 4,624.0 12.2 53.3 91 .50 5.25 = 0.0 lbs 0.00 ft 0.OO in 0.00 ft Line Load 0.0 ft 0.300 I 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= 1,500 psi= 24,000 = Yes = 21.48 psi = 78.0 = 1.000 In = 7.60 2,000 20,000 Yes 16.11 78.0 1.000 7.60 = Medium Weight = ASD Concrete Data -------------------------re Fy psi= psi= Use menu Item Settings > Printing & Title Block to set these five llnea of Information for your program. Title 6' reh!lned wall w/o wind Job # : Dsgnr: Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Par1< Aviara\4-Calculations\Gravity\reta Page : 2 Date: 3 FEB 2020 RetalnPro (c) 11117-2017, Build 11.17.11.03 UcenH : KW-oeo51341 License To : DCI 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 = re = 3,000 psi Fy = Footing Concrete Density 0.83 ft 4.25 5.08 16.00 In 12.00 in 0.00 In 2.75 ft 60,000 psi 150.00pcf 0.0018 Min.As% Cover@Top 2.00 @ Btm.= 3.00 in • Footing Design Results • I.QI. Uu1 Factored Pressure 2,794 280 psf Mu': Upward = 915 5,594 ft-# Mu' : Downward = 255 9,768 ft-# Mu: Design = 660 4,174 ft-# Actual 1•Way Shear = 9.71 4.80 psi Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing # 5@ 18.00 in Heel Reinforcing = # 5@ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phl*5*Iambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phl*S*lambda*sqrt(fc)*Sm Key: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 In #5@ 10.76 In #6@ 15.28 In 1.76 ln2 0.35 ln2 1ft If two layers of horizontal bars: #4@ 13.89 In #5@21.53 In #6@30.56 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure 1,524.4 3.11 4,742.7 Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total 1,524.4 O.T.M. 4,742.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 3.17 5,577.9 lbs Soil Over Heel Sloped Soll 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 Welght(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight = Vert. Component lbs ft ft-# 3,440.0 3.29 11,311.9 199.2 922.7 1,016.0 0.42 1.16 2.54 3.25 82.7 1,073.5 2,580.6 Total• 5,577.9 lbs R.M.• 15,048.6 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) Soll Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.129 in The above calculation fs not valid if the heel soil beadng pressure exceeds that of the toe. because the wan would then tend to rotate into the retained soil Use menu Item Settings > Printing & Tltle Block to set these five llnea of lnfonnetlon for your program. Title 7' re~lned well w/ wind Job#: Dsgnr. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c:) 1917-2017, Build 11.17.11.03 L.lc:enM: KW-41G51341 License To • DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I JSoil Data I V, Retained Height = 9.00 ft Wall height above soil = 3.83 ft Slope Behind Wall = 0.00 Allow Soll Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Height of Soil over Toe = 24.00 In Water height over heel = 0.0ft = Passive Pressure = 350.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf Footingl!Soil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads I I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load 34.3 #/ft Adjacent Footing Load Footing Width Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ... Height to To~ = 12.83 ft ... Height to Bottom = 9.00 ft Eccentricity Load Type = Wind(W) Wall to Ftg CL Dist I Axial Load Applied to Stem • (Service Level) Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In (Service Level) I Design Summary • I Stem Construction Well Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.55 OK 1.88 OK 6,838 lbs 11.58 in Soll Pressure @ Toe = 2,498 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,497 psf ACI Factored @ Heel = 0 psf Footing Shear@Toe = 12.9 psi OK Footing Shear @ Heel = 8.5 psi OK Allowable = 82.2 psi Slldlng Cales Lateral Sliding Force = less 50 % Passive Force = • less 100% Friction Force = • Added Force Req'd ... .for 1.5 Stability 2,000.0 lbs 1,371.4 lbs 2,393.5 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered In the calculation of soil bearing Design Height Above Ft'1 Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@Sectlon Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Load Factors -------------Short Tenn Factor 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 0.0 psf at Back of Wall Poisson's Ratio I 2nd Bottom Stem OK Stem OK ft= 9.00 0.00 = Masonry Masonry = ASD ASD 8.00 10.00 = # 5 # 6 = 32.00 8.00 = Edge Edge = 0.224 0.819 lbs= 131 .4 1,548.9 lbs= ft-#= 251 .6 5,686.4 ft-#= ft-#= 1,121.1 6,946.0 psi= 1.4 13.4 psi= psi= 44.6 53.9 in2 = 91 .50 115.50 in= 5.25 7.25 psi= 1,500 2,000 psi= 24,000 20,000 = Yes Yes = 21.48 16.11 psf= 78.0 98.0 = 1.000 1.000 In= 7.60 9.60 Medium Weight = ASD psi= psi = = = = = = I 0.0lbs 0.00 ft 0.00 In 0.00 ft Line Load 0.0 ft 0.300 Use menu Item Settings > Printing & Tltle Block to aet then five llnea of Information for your program. Title 7' fW!lned wall w/ wind Job # : Dsgnr: Description .... This Wall in FIie: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 2 Date: 3 FEB 2020 RetalnPro (c) 11117-2017, Bulld 11.17.11.03 Uc:enH : KW-480583-48 Llcenae To : DCI 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 0.83 ft 4.75 5.58 16.00 In Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 4.50 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 In • Footing Design Results Isli Factored Pressure = 3,497 Mu' : Upward = 1,144 Mu' : Downward 273 Mu: Design = 871 Actual 1-Way Shear 12.89 Allow 1-Wey Shear = 43.82 Toe Reinforcing = # 5@ 8.00 In Heel Reinforcing = # 5 @ 8.00 In Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings • .l:1u.l O psf 5,896 ft-# 13,035 ft-# 7,139 ft-# 8.49 psi 82.16 psi Toe: Not req'd: Mu< phi•5•1ambda•sqrt(fc)•sm Heel: #4@6.94 In, #5@ 10.76 In, #6@ 15.28 In, #7@ 20.83 In, #8@ 27.43 In, #9@ 34 Key: Not req'd: Mu < phi•5•Iambda•sqrt(fc)"Sm Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94In #5@ 10.76 In #6@ 15.28 In Summa of Overturnin & Resistin Forces & Moments ••..• OVERTURNING •.... 1.93 ln2 0.35 ln2 1ft If two layers of horizontal bars: #4@ 13.89 In #5@21.53 in #6@30.56 in . •... RESISTING •...• Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1.868.6 3.44 6,436.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added lateral Load = 131 .4 12.25 1,609.1 load @ Stem Above Soll = Total 2,000.0 O.T.M. 8,Q45.4 Resisting/Overturning Ratio Soil Over Heel Sloped Soll 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 = lbs ft ft-# 4,230.0 3.62 15,319.7 199.2 1,180.7 1,116.0 112.5 0.42 1.23 2.79 5.00 82.7 1,447.1 3,113.6 562.5 Vertical Loads used for Soil Pressure = = 2.55 6,838.4 lbs Vert. Component _= ____ _ Total• 6,838.4 lbs R.M.• 20,525.6 • Axial live load NOT included In total displayed/ or used for overturning resistance, but is Included for soil pressure ca culatlon. 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 TIit I Horizontal Deflection at Top of wan 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 0.160 In The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wan woufd then tend to rotate into the retained soil. Use menu Item Settings > Printing & Title Block to Ht theH five llnes of Information for your program. Title 7' l'9Ullned wall w/o wind Job # : Dsgnr: Description .... This Wall in File: J:\71-lrvlne\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (cl 1117-2017, Bulld 11.17.11.03 U-: KW-4fl051348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria • I Soil Data • Retained Height 9.00 ft Wall height above sou 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe 24.00 in Water height over heel = 0.0ft I Surcharge Loads • Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcherge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem • Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in I Design Summary • Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 3.42 OK 2.02 OK 6,860 lbs 7.75 in Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft ~ = Passive Pressure = 350. 0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.350 Soil height to Ignore for passive pressure = 12.00 In I Lateral Load Applied to Stem I I Adjacent Footing Load Lateral Load = 0.0 #/ft ... Height to To~ = 12.83 ft ... Height to Bottom = 9.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 0.0 psf • 2nd Stem OK ft= 9.00 = Masonry = ASD = 8.00 = # 5 = 32.00 = Edge Adjacent Footing Load = Footing Width = Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall = Poisson's Ratio = Bottom Stem OK 0.00 Masonry ASD 10.00 # 6 8.00 Edge I 0.0lbs 0.00 ft 0.00 In 0.00 ft Line Load 0.0ft 0.300 Soil Pressure@ Toe 1,958 psf OK Soil Pressure @ Heel = 395 psf OK De1lgn Data ------------------------- Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,742 psf ACI Factored @ Heel = 553 psf Footing Shear@ Toe = 9.7 psi OK Footing Shear @ Heel 5.0 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force = less 50 % Passive Force = - less 100% Friction Force = - 1,868.6 lbs 1,371.4 lbs 2,400.9 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 fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' = lbs= lbs= ft-#= ft-#= 0.000 ft-#= 1,121.1 psi= psi= psi = ln2 = in= 77.5 91.50 5.25 G.112 1,417.5 4,252.5 6,946.0 12.3 53.1 115.50 7.25 Masonry Data -------------------------rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi = psi = psi = = In= 1,500 24,000 Yes 21.48 78.0 1.000 7.60 2,000 20,000 Yes 16.11 98.0 1.000 9.60 = Medium Weight = ASD Concrete Data ------------------------- f c Fy psi = psi = Use menu Item Setting• > Printing & Title Block to set these five llnes of Information for your program. Title 7' reh!lned wall w/o wind Job # : Dsgnr: Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Par1< Aviara\4-Calculations\Gravity\reta Page : 2 Date: 3 FEB 2020 RetalnPro (c) 1187-2017, Build 11.17.11.03 Uc:enM : KW~58341 License To : DCI 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 0.83 ft 5.00 5.83 16.00 In Key Width = 12.00 in Key Depth = 9.00 In Key Distance from Toe 4.50 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btrn.= 3.00 in • Footing Design Results I Is2A Hui Factored Pressure = 2,742 553 psf Mu' : Upward = 909 9,325 ft-# Mu': Downward = 273 14,667 ft-# Mu: Design = 635 5,342 ft-# Actual 1-Way Shear = 9.69 4.99 psi Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing # 5@ 10.00 In Heel Reinforcing = # 5@ 10.00 In Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phl*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 relnf Area per foot If one layer of horizontal bars: #4@ 6.94 In #5@ 10.76 in #6@ 15.28 In 2.01 ln2 0.35 ln2 1ft If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56In Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment Force Distance Moment Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Reslstlng/Overtumlng Ratio lbs ft ft-# 1,868.6 3.44 6,436.3 1,868.6 O.T.M. 6,436.3 = Vertical Loads used for Soil Pressure = = 3.42 6,859.7 lbs Soll Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe Surcharge Over Toe = Stem Welght(s) Earth @ Stem Transitions= Footing Welgh1 = Key Weight = Vert. Component lbs ft ft-# 4,500.0 3.75 16,860.0 199.2 882.0 1,166.0 112.5 0.42 1.25 2.92 5.00 82.7 1,099.6 3,398.9 562.5 Total• 6,859.7 lbs R.M.• 22,003.6 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 TIit 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 wan 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 pcl 0.084 In The aboye ca1cvlat;on is not valid if the heel soil bearing pressure exceeds that of the toe, because the wan would then tend to rotate into the retained soil. Use menu Item Settings > Printing & Title Block to set these five llnes of lnfonnatlon for your program. Title 8' rebl!lned wall w/ wind Job # : Dsgnr: Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 1917-2017, Build 11.17.11.03 LlcenH: KW-oeG58341 License To • DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 31 8-14,ACI 530-13 I Criteria I I Soll Data I Retained Height = 10.00 ft Allow Soil Bearing = 2,667.0 psf Wall height above soil = 3.83 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft - Slope Behind Wall = 0.00 ~ Height of Soll over Toe = 24.00 in = Water height over heel 0.0 ft Passive Pressure = 350.0 psf/ft = Soil Density, Heel = 120.00 pcf Soil Density, Toe = 120.00 pcf FootingllSoil Friction = 0.350 I , Soil height to ignore for passive pressure = 12.00 in 1-• -J I, s.u.r.c.ha•r•g•e •L•o•ad_s _____ _., I Lateral Load Applied to Stem I I Adjacent Footing Load I Surcharge Over Heel 0.0 psf Lateral Load = 34.3 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ... Height to Toi: = 13.83 ft Footing Width = 0.00 ft Surcharge Over Toe = o.o psf ... Height to Bottom 10.00 ft Eccentricity = 0.OO in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft I Axial Load Applied to Stem • (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0in I Design Summary • I Stem Construction I 2nd Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Ft11 ft= 10.00 0.00 Overturning = 3.04 OK Wall Material Above "Ht" Masonry Masonry Sliding 1.88 OK Design Method = ASD ASD Thickness = 8.00 10.00 Total Bearing Load = 8,889 lbs Rebar Size = # 5 # 7 ... resultant ecc. = 11.34 In Rebar Spacing = 32.00 8.00 Rebar Placed at = Edge 7.625 Soil Pressure @ Toe 2,515 psf OK Design Data Soil Pressure @ Heel 187 psf OK fb/FB + fa/Fa = 0.224 0.773 Allowable = 2,667 psf Total Force@ Section Soll Pressure Less Than Allowable Service Level lbs= 131.4 1,881.4 ACI Factored @Toe = 3,522 psf ACI Factored @ Heel = 261 psf Strength Level lbs = Moment ... .Actual Footing Shear@ Toe = 13.3 psi OK Service Level ft-#= 251.6 7,398.6 Footing Shear @ Heel = 6.1 psi OK Strength Level ft-#= Allowable = 82.2 psi Sliding Cales Moment. .... Allowable ft-#= 1,121.1 9,570.1 Lateral Sliding Force = 2,379.1 lbs Shear ..... Actual less 50 % Passive Force = -1,371.4 lbs Service Level psi = 1.4 16.3 less 100% Friction Force = -3,111.3 lbs Strength Level psi = Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 44.6 54.4 .... for 1.5 Stability 0.0 lbs OK Anet (Masonry) ln2= 91.50 115.50 Rebar Depth 'd' In = 5.25 7.63 Masonry Data rm psi = 1,500 2,000 Fs psi = 24,000 20,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 21.48 16.11 NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 104.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. In= 7.60 9.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = ASD Earth,H 1.600 Concrete Data Wind,W 1.000 re psi = Seismic, E 1.000 Fy psi = Title 8' retained wall wt wind Page: 2 Use menu Item Settings > Printing & Tltle Block to set these five llnes of lnfonnatlon Job # : · Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RetalnPro (c) 11117-2017, Build 11.17.11.03 L.lcenM : KW,06051348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width = 0.83 ft Heel Width = 5. 75 Total Footing Width 6.58 Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 5.50 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results I2i Factored Pressure = 3,522 Mu': Upward = 1,166 Mu' : Downward = 273 Mu: Design 893 Actual 1-Way Shear = 13.30 Allow 1-Way Shear = 43.82 Toe Reinforcing # 5@ 8.00 in tiu1 261 psf 12,972 ft-# 22,027 ft-# 9,054 ft-# 6.09 psi 82.16 psi Heel Reinforcing # 5@ 10.76 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: #4@6.94 in, #5@ 10.76 In, #6@ 15.28 in, #7@ 20.83 In, #8@ 27.43 in, #9@ 34 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@ 6.94in #5@ 10.76 in #6@ 15.28 In Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... 2.27 in2 0.35 in2 ,ft If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56 In . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe = 2,247.8 3.78 8,491.6 Adjacent Footing Load = Added Lateral Load = 131.4 13.25 1,740.4 Load @ Stem Above Soil = Total 2,379.1 O.T.M. 10.232.0 = Reslstlng{Overtumlng Ratio Vertical Loads used for Soll Pressure = = 3.CM 8,889.4 lbs lbs ft ft-# Soll Over Heel 5,900.0 4.12 24,317.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe = 199.2 0.42 82.7 Surcharge Over Toe = Stem Welght(s) 1,361.7 1.23 1,670.8 Earth @ Stem Transitions= Footing Welghl = 1,316.0 3.29 4,329.6 Key Weight 112.5 6.00 675.0 Vert. Component = Total • 8,889.4 lbs R.M.• 31,075.9 Vertlcal 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 calculatlon of Overturning Resistance. I mt • • 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 wan dye to settlement of soil (Denection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pcl 0.147 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 llnes of lnfonnatlon for your program. Title 8' retained wall w/o wind Job # : · Dsgnr: Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculatlons\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 11187-2017, Build 11.17.11.03 LlcenH: KW~58348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soll over Toe Water height over heel = 10.00 ft 0.00 ft 0.00 24.00 In 0.0 ft • I Soil Data • Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft = Passive Pressure = 350.0 psf/ft Soil Density, Heel 120.00 pct Soil Density, Toe = 120.00 pct FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in ,I s.u.r•c•h•ar•g•e•l•o•a•d•s-----_.• I Lateral load Applied to Stem • I Adjacent Footing load Surcharge Over Heel 0.0 psf Lateral Load o.o #/ft Used To Resist Sliding & Overturning ... Height to To~ = 13.83 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 10.00 ft Used for Sliding & Overturning ,-------=-------=-----Load Type = Wind (YV) 71 Ax-i•a•l •l •oa•d-Aiiipiiip•ll•ed_to._.S.te.m __ _.l (Service Level) Axial Dead Load 0.0lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Desiin Summa~ I Wall Stablllty Ratios Overturning 4.17 OK Sliding 2.04 OK Total Bearing Load = 9,208 lbs ... resultant ecc. = 7.40 in Soil Pressure@ Toe = 1,980 psf OK Soil Pressure @ Heel = 621 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe 2,772 psf ACI Factored@ Heel = 869 psf FootingShear@Toe = 10.1 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force = less 50 % Passive Force = - less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability = 2,247.8 lbs 1,371.4 lbs 3,222.7 lbs 0.0 lbs OK 0.0 lbs OK Wind on Exposed Stem = 0.0 psf (Service Level) I Stem Construction Design Height Above Ftg 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 Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' • ft= = = = = = = lbs= lbs= ft-#= ft-#= ft-#= psi= psi = psi= ln2 = in= 2nd Stem OK 10.00 Masonry ASD 8.00 # 5 32.00 Edge 0.000 1,121 .1 77.5 91 .50 5.25 Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 10.00 # 7 8.00 Edge 0.664 1,750.0 5,833.3 8,784.7 15.2 53.4 115.50 7.25 = = = = = I 0.0lbs 0.00 ft 0.00 in 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= psi= = psf= in= 1,500 24,000 Yes 21.48 78.0 1.000 7.60 2,000 20,000 Yes 16.11 98.0 1.000 9.60 = Medium Weight = ASD Concrete Data -------------------------re Fy psi= psi= Title 8' retained wall w/o wind Page : 2 Use menu Item Settings > Printing & Title Block to set these five lines of Information Job # : · Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravlty\reta RetalnPro (c) 1987-2017, Bulld 11.17.11.03 UcenM : KW-oeG58348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width 0.83 ft 6.25 7.08 Footing Thickness 16.00 in Key Width 12.00 in Key Depth = 9.00 in Key Distance from Toe = 5.50 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in • Footing Design Results lSll. Factored Pressure 2,772 Mu' : Upward = 929 Mu' : Downward = 273 Mu: Design = 656 Actual 1-Way Shear 10.06 Allow 1-Way Shear = 43.82 Toe Reinforcing = # 5 @ 8.00 in Hui 869 psf 19,870 ft-# 26,542 ft-# 6,672 ft-# 2.77 psi 82.16 psi Heel Reinforcing # 5@ 10.76 In Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phl*5*Iambda*sqrt(fc)*Sm Heel: #4@ 6.94 In, #5@ 10.76 in, #6@ 15.28 In, #7@20.83 In, #8@ 27.43 in, #9@ 34 Key: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Summa Min footing T&S relnf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 In #5@ 10.76 In #6@ 15.28 In Forces & Moments ..... OVERTURNING ..... 2.45 ln2 0.35 in2 1ft If two layers of horizontal bars: #4@ 13.89 In #5@21.53 in #6@30.56 In . .... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# Heel Active Pressure 2,247.8 3.78 8,491 .6 Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total 2,247.8 O.T.M. 8,491 .6 Resisting/Overturning Ratio Vertical Loads used for Soll Pressure = = 4.17 9,207.7 lbs lbs ft Soll Over Heel 6,500.0 4.37 Sloped Soll Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe = 199.2 0.42 Surcharge Over Toe Stem Welght(s) = 980.0 1.25 Earth @ Stem Transitions= Footing Welghl = 1,416.0 3.54 Key Weight = 112.5 6.00 Vert. Component Moment ft-# 28,415.8 82.7 1,221.7 5,012.6 675.0 Total ■ 9,207.7 lbs R.M.• 35,407.9 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 Peflect;on at Top of wan 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 pcl 0.078 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wan would then tend to rotate into the retained soil, Use menu Item Settings > Printing & Title Block to set these five llnea of lnfonnatlon for your program. Title 9' reh!lned wall w/ wind Job # : Dsgnr: Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 ~:~':'~~-=~2::· Build 11·11•11·03 Cantilevered Retaining Wall License To : DCI ENGINEERS Code: CBC 2016,ACI 318-14,ACI 530-13 .,I c.r.it.er.1a ________ ... l I Soll Data I Retained Height 11.00ft Wall height above soil 3.86 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 350.0 psf/ft = 120.00 pcf = 120.00 pcf = 0.350 12.00 in ,,,. V, I Surcharge Loads • I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 34.3 #/ft Adjacent Footing Load Footing Width Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ... Height to To~ = 14.83 ft ... Height to Bottom = 11.00 ft Eccentricity Load Type = Wind (W) Wall to Ftg CL Dist I Axial Load Applied to Stem • (Service Level) Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in (Service Level) I Design Summary • I Stem Construction Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 4.17 OK 2.01 OK 12,157 lbs 9.90 in Soil Pressure @ Toe 2,327 psf OK Soil Pressure @ Heel = 592 psf OK Allowable = 2,667 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,257 psf ACI Factored@ Heel = 829 psf Footing Shear@Toe Footing Shear @ Heel = Allowable Sliding Cales Lateral Sliding Force less 50 % Passive Force less 100% Friction Force = • Added Force Req'd = .... for 1.5 Stability = 12.4 psi OK 1.0 psi OK 82.2 psi 2,793.3 lbs 1,371.4 lbs 4,254.9 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Design Height Above Ftg 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 Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data frn Fs Solid Grouting Modular Ratio 'n' Wall Weight Load Factors -------------Short Term Factor 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 0.0 psf at Back of Wall Poisson's Ratio • 2nd Bottom Stem OK Stem OK ft= 11.00 0.00 Masonry Masonry = ASD ASD = 8.00 10.00 = # 5 # 7 = 32.00 8.00 Edge 7.625 = 0.224 0.9811 lbs= 131.4 2,248.9 lbs= ft-#= 251.6 9,460.8 ft-#= ft-#= 1,121.1 9,570.1 psi= 1.4 19.5 psi= psi= 44.6 54.5 in2= 91.50 115.50 in= 5.25 7.63 psi= 1,500 2,000 psi = 24,000 20,000 = Yes Yes 21 .48 16.11 psf= 78.0 98.0 = 1.000 1.000 In= 7.60 9.60 = Medium Weight = ASD psi = psi= = = = = = = I 0.0lbs 0.00 ft 0.00in 0.00 ft Line Load 0.0 ft 0.300 Title 9' ret11lned wall w/ wind Page : 2 Use menu Item Settings > Printing & Tltle Block to set these five lines of Information Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RetalnPro (c) 1987-2017, Build 11.17.11.03 UcenH : KW-o&0583"8 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width 0.83 ft Heel Width = 7 .50 Total Footing Width 8.33 Footing Thickness 16.00 in Key Width = 12.00 in Key Depth 9.00 in Key Distance from Toe 6.00 ft re = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results ~ Factored Pressure = 3,257 Mu' : Upward = 1,094 Mu' : Downward = 273 Mu: Design = 821 Actual 1-Way Shear = 12.41 Allow 1-Way Shear 43.82 Toe Reinforcing # 5 @ 8.00 in Hu.I 829 psf 32,817 ft-# 43,067 ft-# 10,250 ft-# 0.96 psi 82.16 psi Heel Reinforcing = # 5@ 10.76 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phi•5•Iambda•sqrt(fc)•sm Heel: #4@6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 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@ 6.94 in #5@ 10.76 in #6@ 15.28 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... 2.88 in2 0.35 in2 Jft If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56 in ..... RESISTING ..... Item Force Distance Moment Force Distance Moment lbs ft ft-# Heel Active Pressure = 2,661.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 131.4 Load @ Stem Above Soil = Total 2,793.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 4.11 10,943.5 14.25 1,871.8 O.T.M. 12,815.3 4.17 12,156.8 lbs 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 Welght(s) = Earth @ Stem Transitions= Footing Weight = Key Weight Vert. Component lbs ft ft-# 8,800.0 5.00 43,970.7 199.2 1,379.1 1,666.0 112.5 0.42 1.23 4.17 6.50 82.7 1,694.2 6,938.9 731.3 Total., 12,156.8 lbs R.M.• 53,417.6 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 Peftectjon at Top of wan 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 pcl 0.115 in The above ca1cu1auon is not valid if the heel soil bearing pressure exceeds that of the toe because the wan 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 9' retained wall w/o wind Job # : · Dsgnr: Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 1917-2017, Build 11.17.11.03 Uc:enM : KW--OI051348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I I Soil Data I Retained Height = 11.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Passive Pressure = 250.0 psf/ft Soll Density, Heel = 120.00 pcf Soil Density, Toe 120.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in ,I S 1111 u.r.ch•a•r•g•e•L•oa•d•s _____ _.l I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = o.o #/ft Used To Resist Sliding & Overturning ... Height to To~ = 12.83 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 9.00 ft Used for Sliding & Overturning r---------------, Load Type = Wind (W) ,I Ax-l•a•I .Lo•a•d-Ap.._p.lle•d-to_s.te.m __ _.l (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in I Design Summary • Wall Stablllty Ratios Overturning 5.28 OK Sliding Total Bearing Load ... resultant ecc. 2.25 OK 11,506 lbs 5.96 In Soil Pressure@ Toe = 1,828 psf OK Soll Pressure @ Heel 879 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,559 psf ACI Factored@ Heel = 1,231 psf Footing Shear@ Toe = 16.0 psi OK Footing Shear@ Heel 0.7 psi OK Allowable = 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd ... .for 1.5 Stability 2,520.0 lbs 1,632.8 lbs 4,026.9 lbs 0.0 lbs OK 0.0 lbs OK I Stem Construction Design Height Above Ftg 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 Strength Level Moment .... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' • ft= = = = = = = lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= 2nd Stem OK 11.00 Masonry ASD 8.00 # 5 32.00 Edge 0.000 1,121.1 77.5 91.50 5.25 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soll at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 10.00 # 7 8.00 7.625 0.811 2,117.5 7,764.2 9,570.1 18.3 53.7 115.50 7.63 = = = = = = I 0.0lbs 0.00 ft 0.00 in 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= psi= psf = in= 1,500 24,000 Yes 21 .48 78.0 1.000 7.60 2,000 20,000 Yes 16.11 98.0 1.000 9.60 = Medium Weight = ASD Concrete Data -------------------------re Fy psi= psi= TIUe 9' ~lned wall w/o wind Page : 2 Use menu Item Settings > Printing & Title Block to set these five lines of lnfonnatlon Job#: Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RetalnPro (C) 11117-2017, Build 11.17.11.03 ucen .. : KW-04l058348 LlcenH To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths I Toe Width = 1.00 ft Heel Width = 7.50 Total Footing Width = 8.50 Footing Thickness = 12.00 In Key Width = 12.00 in Key Depth = 9.00 In Key Distance from Toe = 6.00 ft re= 3,000psl Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min.As % = 0.0018 Cover@Top 2.00 @Btm.= 3.00 In Footing Design Results m Factored Pressure 2,559 Mu' : Upward = 1,254 Mu' : Downward = 332 Mu: Design 922 Actual 1-Way Shear = 15.98 Allow 1-Way Shear 43.82 Toe Reinforcing = # 5@ 8.00 in Hu.I 1,231 psf 35,067 ft-# 41,650 ft-# 6,583 ft-# 0.72 psi 82.16 psi Heel Reinforcing = # 5@ 10.76 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi•5•Iambda•sqrt(fc)•Sm Heel: #4@ 9.26 In, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: Not req'd: Mu < phi•5•Iambda•sqrt(fctSm Min footing T&S reinf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 9.26in #5@ 14.35 in #6@20.37 in 2.20 in2 0.26 in2 /ft 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 ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 2,520.0 4.00 10,080.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,520.0 O.T.M. 10,080.0 Resisting/Overturning Ratio Vertical Loads used for Soll Pressure = 5.28 11,505.5 lbs ..... RESISTING ..... Force Distance lbs ft Soil Over Heel 8,800.0 5.17 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe 240.0 0.50 Surcharge Over Toe = Stem Welght(s) = 1,078.0 1.42 Earth @ Stem Transitions= Footing Weight 1,275.0 4.25 Key Weight 112.5 6.50 Vert. Component = Moment ft-# 45,466.7 120.0 1,527.2 5,418.8 731 .3 Total• 11,505.5 lbs R.M.• 53,263.8 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I • Axial live load NOT included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culatlon. Horizontal Deflection at Top of wan 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 0.066 in The above ca!cu!auon is not valid if the heel soil bearing pressure exceeds that of the toe, because the wan would then tend to rotate into the retained soil. Title 10' retained wall w/ wind Page: 1 Use menu Item Settings > Printing & Tltle Block to set these five lines of Information Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RetalnPro (c) 1987-2017, Bulld 11.17.11.03 UcenH : KW-OS058348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ,I c.r.1t.er.1a ________ _.l I Soil Data I Retained Height 12.00 ft Wall height above soil 3.86 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Allow Soil Bearing 2,667.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 350.0 psf/ft 120.00 pcf = 120.00 pcf = 0.350 12.00 In ,., ~ ,I s.u.r.c.ha•rlig•e•L•o•ad_s _____ _.1 I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load = 34.3 #/ft Used To Resist Sliding & Overturning ... Height to To~ = 15.83 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom 12.00 ft Used for Sliding & Overturning ~---------------, Load Type = Wind (W) ,I Ax-i•a•I .Lo•a•d-Apllillllilllp•lie•d-to-St.e.m __ .. 1 (Service Level) Axial Dead Load = 0.0 lbs Axial Live Load = 0.0lbs Axial Load Eccentricity = 0.0in I Desi(ln Summa~ I Wall Stabllity Ratios Overturning 3.79 OK Sliding 1.85 OK Total Bearing Load = 13,202 lbs ... resultant ecc. 10.88 In Soll Pressure@ Toe = 2,548 psf OK Soil Pressure @ Heel = 559 psf OK Allowable 2,667 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 3,567 psf ACI Factored @ Heel = 782 psf Footing Shear@ Toe Footing Shear @ Heel = Allowable = Sliding Cales Lateral Sliding Force less 50 % Passive Force = - less 100% Friction Force = - Added Force Req'd ... .for 1.5 Stability 16.5 psi OK 4.9 psi OK 82.2 psi 3,242.5 lbs 1,371.4 lbs 4,620.6 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Wind on Exposed Stem = 0.0 psf (Service Level) I 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-#= Shear ..... Actual Service Level psi= Strength Level psi= Shear ..... Allowable psi= Anet (Masonry) in2= Rebar Depth 'd' in= Masonry Data rm psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psf= Load Factors -------------Short Term Factor = Equiv. Solid Thick. in= 2nd Stem OK 12.00 Masonry ASD 8.00 # 5 32.00 Edge 0.224 131.4 251 .6 1,121.1 1.4 44.6 91.50 5.25 1,500 24,000 Yes 21.48 78.0 1.000 7.60 Adjacent Footing Load = Footing Width = Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = Bottom Stem OK 0.00 Masonry ASD 12.00 # 7 8.00 10In 0.911 2,651.4 11,908.0 13,073.0 19.0 55.2 139.50 10.00 2,000 20,000 Yes 16.11 124.0 1.000 11.60 Building Code Dead Load CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type = Medium Weight Live Load Earth,H Wind,W Seismic, E Masonry Design Method Concrete Data re Fy ASD psi= psi= 0.0lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Title 10' retained wall w/ wind Page : 2 Use menu Item Settings > Printing & Tltle Block to set these five llnes of lnfonnatlon Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RebllnPro (c) 1987-2017, Build 11.17.11.03 LicenM : KW-0e0583-48 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width 1.00 ft Heel Width = 7.50 Total Footing Width = 8.50 Footing Thickness 16.00 in Key Width 12.00 in Key Depth = 9.00 in Key Distance from Toe = 7.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Footing Design Results Isa Factored Pressure = 3,567 Mu': Upward 1,729 Mu' : Downward = 396 Mu: Design = 1,333 Actual 1-Way Shear 16.54 Allow 1-Way Shear = 43.82 Toe Reinforcing = # 5@ 8.00 in J:iu1 782 psf 31,517 ft-# 44,772 ft-# 13,255 ft-# 4.86 psi 82.16 psi Heel Reinforcing # 5@ 10.76 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Cover@ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 In, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 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@ 6.94 in #5@ 10.76 in #6@ 15.28 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... 2.94 in2 0.35 in2 1ft If two layers of horizontal bars: #4@ 13.89 in #5@21.53 in #6@30.56 in ..... RESISTING ..... Item Force Distance Moment lbs ft ft-# Force Distance Moment Heel Active Pressure = 3,111.1 4.44 13,827.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load 131.4 15.25 2,003.2 Load @ Stem Above Soil = Total 3,242.5 O.T.M. 15,830.3 Resisting/Overturning Ratio 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 Welgh1 = Key Weight = lbs ft ft-# 9,360.0 5.25 49,140.0 240.0 1,789.1 1,700.0 112.5 0.50 1.47 4.25 7.50 120.0 2,633.4 7,225.0 843.8 Vertical Loads used for Soil Pressure = 3.79 13,201 .6 lbs Vert. Component _= ____ _ Total• 13,201.6 lbs R.M.• 59,962.2 • Axial live load NOT included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culation. 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 TIit I Horizontal Peflect;on at Top of wan due to settlement of soil (Deffection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.132 in The above ca1cu1a1ion is not valid if the heel soil bearing pressure exceeds that of the toe. because the wan would then tend to rotate into the retained soil Use menu Item Settings > Printing & Tltle Block to set these five llnes of lnfonnatlon for your program. Title 10' retained wall w/o wind Job # : Dsgnr: Description .... This Wall In File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta Page : 1 Date: 3 FEB 2020 RetalnPro (c) 1987-2017, Build 11.17.11.03 UcenN : KW-06058348 License To : DCI ENGINEERS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 J Criteria I J Soil Data I Retained Height = 12.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Height of Soil over Toe = 24.00 in = Water height over heel = 0.0 ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 120.00 pcf Soil Density, Toe 120.00 pcf FootingllSoil Friction = 0.350 Soil height to Ignore for passive pressure = 12.00 In ,I s.u.r.c.h.ar111g111e•L•o•a•d•s-----.. f I Lateral Load Applied to Stem • I Adjacent Footing load Surcharge Over Heel = 0.0 psf Lateral Load = o.o #/ft Used To Resist Sliding & Overturning ... Height to To~ = 13.83 ft Surcharge Over Toe = 0.0 psf ... Height to Bottom = 10.00 ft Used for Sliding & Overturning ..------=---------=-------, Load Type = Wind (W) 71 Ax_l111a.1 .Lo.a.d_Ap_p.11e•d-to_s.te.m __ .. 1 (Service Level) Axial Dead Load Axial Live Load Axial Load Eccentricity = I Design Summary Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 0.0 lbs Wind on Exposed Stem= 0.0 psf 0.0 lbs (Service Level) 0.0 in • 6.27 OK 2.22 OK 15,771 lbs 6.08 in I Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at • ft= = = = 2nd Stem OK 12.00 Masonry ASD 8.00 # 5 32.00 Adjacent Footing Load = Footing Width = Eccentricity = Wall to Fig CL Dist = Footing Type Base Above/Below Soil at Back of Wall = Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 12.00 # 7 8.00 • 0.0lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Soil Pressure@ Toe = 1,995 psf OK Soil Pressure @ Heel 1,082 psf OK Design Data ------------------------- Edge Edge Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,793 psf ACI Factored@ Heel = 1,515 psf Footing Shear@ Toe = 12.5 psi OK Footing Shear@ Heel = 3.1 psi OK Allowable = 82.2 psi Slldlng Cales Lateral Sliding Force = less 50 % Passive Force = - less 100% Friction Force = - 3,111.1 lbs 1,371.4 lbs 5,519.7 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 fb/FB + fa/Fa Total Force@Sectlon Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment ..... Allowable Shear ..... Actual Service Level Strength Level Shear. .... Allowable Anet (Masonry) Rebar Depth 'd' = lbs = lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= 0.000 1,121.1 77.5 91.50 5.25 0.882 2,520.0 10,080.0 11,695.3 18.1 54.6 139.50 9.00 Masonry Data ------------------------- rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psf = in= 1,500 24,000 Yes 21 .48 78.0 1.000 7.60 2,000 20,000 Yes 16.11 124.0 1.000 11.60 = Medium Weight = ASD Concrete Data -------------------------re Fy psi = psi= Title 10' re'81ned wall w/o wind Page : 2 Use menu Item Settings > Printing & Title Block to set these five lines of Information Job # : Dsgnr: Date: 3 FEB 2020 for your program. Description .... This Wall in File: J:\71-lrvine\2019 Projects\19071-0028.00 Park Aviara\4-Calculations\Gravity\reta RetalnPro (c) 1987-2017, Build 11.17.11.03 Uc:enH : KW~58348 License To : DCI 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 1.00 ft 9.25 10.25 16.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 8.75 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in • Footing Design Results I Isa Hu.I Factored Pressure = 2,793 1,515 psf Mu' : Upward = 1,376 63,233 ft-# Mu' : Downward = 396 71,033 ft-# Mu: Design 980 7,799 ft-# Actual 1-Way Shear = 12.54 3.13 psi Allow 1-Way Shear 43.82 82.16 psi Toe Reinforcing = # 5@ 10.00 in Heel Reinforcing = # 5@ 10.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Summa Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in Forces & Moments ..... OVERTURNING ..... 3.54 in2 0.35 in2 ,tt If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@30.56 in . .... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# Heel Active Pressure 3,111.1 4.44 13,827.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soll = Total 3,111.1 O.T.M. 13,827.2 Resisting/Overturning Ratio = 6.27 Vertical Loads used for Soil Pressure = 15,770.5 lbs Soll Over Heel Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem = Soll Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight Vert. Component = lbs ft 11,880.0 6.13 240.0 0.50 1,488.0 1.50 2,050.0 5.13 112.5 9.25 Moment ft-# 72,765.0 120.0 2,232.0 10,506.3 1,040.6 Total • 15,770.5 lbs R.M.• 86,663.9 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 mt • • 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 wan 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 0.065 in The above ca1cu1auon is not valid if the heel soil bearing pressure exceeds that of the toe, because the wan would then tend to rotate into the retained soil,