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Home My WebLink AboutCDP 2017-0018; POLZIN RESIDENCE; STRUCTURAL CALCULATIONS; 2018-06-27MIKE SURPRENANT & ASSOCIATES Consulting Structural Engineers STRUCTURAL CALCULATIONS (Site Wall Corrections) Project: Polzin Residence 4382 Adams Street Carl sbad, California 92008 Prepared for: Joe & Dee Dee Polzin 43 82 Adams Street Carlsbad, California 92008 Project No.: 171 63 Date: June 27, 2018 RECORD Cr~ -kc-7ii \1 Initial te~-- 9975 Businesspark Avenue, Suite A San Diego, California 92131 Tel. (858) 693.0757 • Fax. (858) 693.0758 Mike Surprenant Job f().'t{N >°o:€ V,tL.1.,J DlGJ & Associates Consulting Structural Engineers Sheet No. Calculated by Checked by Scale Correction Response o Response to Redlines on Calculations: { of Jl;: Date Date o #1: Reinforcement bars have been specified f•r each detail See attached revised details. o tl.2:. The overall dimension of the footing and key for the wall with 9'-9" max retained height has been revised to show the correct dimension. See attached revised detail. o #3: The wall with 5'-0" MIN retained height has been revised to show '!viAX' instead. See attached revised detail. 10 o #4: Dimension for the height of soil over the toe for the wall with 5'-0" max retained height is not needed for suuctural purposes. Per the previously submitted calculations, the soil over the toe was not taken into account when designing the wall. It was only shown on the detail because E.O.R. assumed the footing would be covered for aesthetic reasons. o tt5:. Page 9 of 10 of the previously submitted calculations does not have any height of soil over the toe as it is not needed for the planter wall. The 12" dimension shown on the wall with 9' -9" max retained height and planter wa ll detail is meant for the taller wall. The 12" of soil over the toe help the taller wall resist the sliding forces. o Note: There were no changes made to the calculations and therefore there are no calculations attached. The only changes made were to the attached details per the redlines. f: \cnk tcmplarcs\corrrcriou rcspense 8 ' CHU WALL (SOLID GROUT) SFEC. INSP. REQ'D. --- •e, BARS fil 10 ' O.C. (VERT) ----- ,i · 115 BARS fil 10' O.C. <1 <1 <1 , <1 11:, BARS fil 8 ' O.C. "'· 115 BARS iil 10 ' O.C.---l---£1 <1 CONT. 115 BAR--+-----· s· l'-0' 3'-0' Pol. 1:.Pv 17 U3 f'.),¼(f '2. Ot I 0 ---116 BARS fil 10' O.C. (VERT.> ---•0 BARS fil 10 ' O.C. (1-!ORIZ.J w 6 8 ' _J <1 .<I I' -3' >-1- Ck'. w ICL ~ ICL ~ I :,' CLR. TYP. ~ I ;.... , , 111~1 .. 8..trM • ... or.. fMORllJ -. eNI& • a.• O.C.fYEIUJ '6 ~ • i.• OC.. (\IEJITJ -, eA.R6 • 16° OG. (MGll'al.J .. ~ • •• O.C.tuofeZJ '§e.ut5e .. •or;.MIITJ-~M,ee8'0G.tv!lltfJ ~~-16'0C. •• 4 ~8Alt6•16'OC.. .. -,e.ARS•&'OC.. . . ~ '-"""'"------''-'-...a.-"---'i. )'CUI rr,o, •. -, e.4R6 • W OG. Cl.NT.'!>eAlt-- I )'.<!)' 1·-0· J'-0' Mike Surprenant & Associates Title Polzin Residence -Site Wall Job# : 18109. Dsgnr: JZ Description .... 9'-9" Max Retained Height (w/ Seismic) This Wall in File: F:1Projects\2017\17163~Polzin Resldence~KPl\03-Engineering\Calc Templateslpolzin Page: 4 uP <0 Date: 31 MAY 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License: KW-06066839 Cantilevered Retaining Wall License To: MIKE SURPRENANT Code: CBC 2016,ACI 318-14,ACI 530-13 .,I c.r.ite.r.1a ________ .1 I Soil Data • Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel 9.75 ft 0.25 ft 0.00 12.00 in 00 ft Allow Soil Bearing = 1,800.0 psi Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psi/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJISoil Friction Soil height to ignore for passive pressure = = 300.0 psf/ft 110.00 pct 0.00 pct 0.350 12.00 in I J: ! . w L .• s.u.rc.h.a.rg1111e•L•o•a•d•s _____ _.l I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 50.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load • Method : Mononobe-Okabe/Seed-Whitman Design Kh = 0.151 g Lateral Load ... Height to To~ ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0,00 ft 0,00 ft Wind{W) (Service Level) 0.0 psf Kae for seismic earth pressure KPIB'Flt~~e~pr~ure 0.346 0.277 0.069 Using Mononobe-Okabe I Seed-Whitman procedure Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismic base force 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 336.7 lbs • Mike Surprenant & Associates Title Polzin Residence• Site Wall Job # : 18109· Dsgnr: JZ Description .... 9'-9" Max Retained Height (w/ Seismic) This Wall in File: F:\Projects\2017\17163~Polzin Residence~KPl\03-Engineering\Calc Templates\polzin Page : 5 0~ (() Date: 31 MAY 2018 RetalnPro (c) 1987-2017, Bulld 11 .17.11.03 License : KW-06056839 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: MIKE SURPRENANT I Design Summary • I Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.00 0.00 Overturning 1.66 OK Wall Material Above "Ht" Masonry Masonry Sliding 1.40 Ratio < 1.5! Design Method ASD ASD Thickness 8.00 12.00 Total Bearing Load 3,946 lbs Rebar Size = # 6 # 6 ... resultant ecc. 18.50 in Rebar Spacing = 16.00 8.00 Soil Pressure @ Toe 1,343 psf OK Rebar Placed at Edge Edge Design Data Soil Pressure @ Heel o psf OK fb/FB + fa/Fa "' 0.847 0.932 Allowable = 1,800 psf Total Force @ Section Soll Pressure Less Than Allowable ACI Factored @ Toe = 1,880 psf Service Level lbs= 892.6 2,133.8 ACI Factored @ Heel = O psf Strength Level lbs= Footing Shear@ Toe 17.8 psi OK Moment .... Actual Service Level ft-#"' 2,139.8 8,006.3 Footing Shear@ Heel 5.7 psi OK Strength Level ft-#:. Allowable 75.0 psi Sliding Cales Moment. ... Allowable ft-'#= 2,526.5 8,587.7 Lateral Sliding Force = 2,688.2 lbs Shear ..... Actual less 67 % Passive Force = • 2,401.2 lbs Service Level psi= 9.8 15.3 less 100% Friction Force = 1,369.3 lbs Strength Level psi= Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 45.2 46.1 .... for 1.5 Stability 261 .9 lbs NG Anet {Masonry) in2 = 91.50 139.50 Rebar Depth 'd' in= 5.25 9.00 Masonry Data rm psi= 1,500 1,500 Fs psi= 20,000 20,000 Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 21.48 21.48 NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 133.0 Load Factors Short Term Factor = 1.000 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 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 fc psi= Seismic, E 1.000 Fy psi" Mike Surprenant & Associates Title PolzirJ Residence -Site Wall Job#: 18109 Osgnr. JZ Page : b ot-<O Date: 31 MAY 2018 Description .... 9'-9" Max Retained Height (w/ Seismic) This Wall in File: F:\Projects\2017I17163-Polzin Residence-KPl\03-Engineering\Calc Templateslpolzin RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06056839 License To : MIKE SURPRENANT Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,SOOpsl Fy = Footing Concrete Density 5.33 ft 1.67 7.00 18.00 in 12.00 in 30.00 in 3.00 ft 60,000 psi 150.00pcf 0.0018 Footing Design Results Toe Factored Pressure 1,880 Mu' : Upward 18,647 Mu' : Downward = 6,253 Mu: Design = 12,395 Actual 1-Way Shear = 17.80 Allow 1-Way Shear 75.00 Toe Reinforcing # 5@ 8.00 in Heel Reinforcing # 5@ 16.00 in Key Reinforcing # 5 @ 8.00 in Other Acceptable Sizes & Spacings • Heel O psf 0 ft-# 637 ft-# 637 ft-# 5.69 psi 40.00 psi Min. As% Cover@Top 3.00 @ Btm."' 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18:52 in , #8@ 24.38 in, #9@ 30. Heel: Not req'd: Mu < phi'5'1ambda'sqrt(fc)'Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S relnf Area Min footing T&S relnf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 2.72 in2 0.39 in2 !ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in [ Summa of Overturnln & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure 2,214.8 3.75 8,305.7 Soil Over Heel = 715.4 6.67 Surcharge over Heel 136.7 5.63 769.0 Sloped Soil Over Heel Surcharge Over Toe = Surcharge Over Heel Adjacent Footing load = Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem = Load @ Stem Above Soil = • Axial Live Load on Stem = Seismic Earth Load = 336.7 6.75 2,272.5 Soil Over Toe 2.67 = Surcharge Over Toe Total 2,688.2 O.T.M. 11,347.2 Stem Weight(s) 1,036.0 5.75 Earth @ Stem Transitions= 210.8 6.17 = Footing Weigh! = 1,575.0 3.50 Resisting/Overturning Ratio 1.66 Key Weight = 375.0 3.50 Vertical Loads used for Soil Pressure = 3,945.5 lbs Vert. Component Moment ft-# 4,768.9 5,959.0 1,300.1 5,512.5 1,312.5 Total = 3,912.2 lbs R.M.= 18,853.0 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. [Tilt I • Axial live load NOT Included In total displayed( or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl@ Top of Wall (approximate only) 0.053 in The above calculation is not valid ii the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Mike Surprenant & Associates Title PolzlrJ Residence -Silo Wall Job # : 18109 Dsgnr: JZ Description .... 5'-0" Max Retained Height (w/out Seismic) This Wall in File: F:\Projects\2017\17163-Polzin Residence~KPl\03-Engineering\Calc Templates\polzin Page : ( Of-(0 Date: 31 MAY 2018 RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06066839 Cantilevered Retaining Wall License To : MIKE SURPRENANT Code: CBC 2016,ACI 318-14,ACI 530-13 ..._I c.r.1t.er.ia ________ _.. I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel 5.00 ft 0.33 fl 0.00 0.00 in 0.0 ft Allow Soil Bearing = 1,800.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/fl Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 110.00 pcf 0.00 pcf = 0.350 = 12.00 in I Surcharge Loads J I Lateral Load Applied to Stem • Surcharge Over Heel 50.0 psf Lateral Load o O #/ft NOT Used To Resist Sliding & Overturning ... Height to To~ = o.cio ft Surcharge Over Toe = 0.0 ... Height to Bottom 0.00 ft NOT Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in • Load Type Wind on Exposed Stem = (Service Level) Wind(W) (Service Level) 0.0 psf [ Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing W idth = 0.00 fl Eccentricity = 0.00 in Wall to Ftg CL Dist 0.00 fl Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 I Design Summary • ..._I s.t.e.m.c.o.n.s.tr.u.c.t10.n __ .1 ______________ _ Bottom Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.68 OK 1.52 OK 1,710 lbs 8.52 in Soil Pressure@ Toe 1,444 psf OK Soil Pressure @ Heel = o psf OK Allowable 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,022 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales l ateral Sliding Force less 67 % Passive Force = less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 9.0 psi OK 3.5 psi OK 75.0 psi 818.4 lbs 656.6 lbs 586.9 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 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 Fte 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 l evel 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 fm Fs Solid Grouting Modular Ratio 'n' Wal/Waight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c Fy lbs = lbs= ft-#= ft-#= psi= psi= psi= in2 = in= psi= psi= = psf = in= = psi = psi = 0.00 Masonry ASD ASD 8.00 # 5 16.00 Edge 0.512 517.0 928.0 1,812.8 5.7 45.0 91 .50 5.25 1,500 20,000 Yes 21.48 84.0 1.000 7.60 Normal Weight ASD Mike Surprenant & Associates Title PolzirJ Residence• Site Wall Job# : 18109 Dsgnr: JZ Description .... 5'-0" Max Retained Height (w/out Seismic) This Wall in File: F:\Projects\2017\17163~Polzin Residence~KPl\03-Engineering\Calc Templates\polzin Page:~ OP. (0 Date: 31 MAY <!018 RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06056839 License To: MIKE SURPRENANT 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 = 2,500 psi Fy = Footing Concrete Density = 1.67 ft 1.33 3.00 18 00 in 12.00 In 15.00 in 0.75 ft 60,000 psi 150.00 pcf 0.0018 Min.As% Cover@ Top 3.00 @ Btm = 3.00 In Summa Footing Design Results Toe Factored Pressure = 2,022 Mu' : Upward 2, 150 Mu' : Downward = 450 Mu: Design = 1,700 Actual 1-Way Shear 9.03 Allow 1-Way Shear = 40.00 Toe Reinforcing = # 5@ 8.00 in Heel Reinforcing # 5@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings • Heel o psi 0 ft-# 336 ft-# 336 ft-# 3.50 psi 40.00 psi Toe: Not req'd: Mu < phi*5•1ambda'sqrt(fc)"Sm Heel: Not req'd: Mu < phi*5*1ambda'sqrt(fc)"Sm Key: Not req'd: Mu < phi'5"1ambda'sqrt(fc)'Sm Min footing T&S relnf Area 1.17 in2 0.39 in2 1ft Min footing T&S re Inf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in Forces & Moments ..... RESISTING ..... Item Force Distance Moment Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = 739.4 79.0 2.1 7 3.25 Total 818.4 O.T.M. 1,858.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.68 1,710.3 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 Weight(s) = Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component lbs ft ft-# 366.5 2.67 977.3 448.0 2.00 896.1 675.0 1.50 1,012.5 187.5 1.25 234.4 Total= 1,677.0 lbs R.M.= 3,120.3 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. [ Tilt I • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Den @ Top of Wall (approximate only) 250.0 pci 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Mike Surprenant & Associates Title Polzin Residence Site Wall Job# : 181 og· Dsgnr: JZ Description .... 4'-0" Max Retained Height This Wall in FIie: F:\Projects\2017I17163-Polzin Residence~KPl\03-Engineering\Calc Templateslpolzin Page : 9 C~ (0 Date: 31 MAY 2018 RetalnPro (c) 1987-2017, Build 11.17.1 1.03 License : KW-06056839 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : MIKE SURPRENANT -,I c.r.it.e.ria ________ __.. I Soil Data ) Retained Height = 4.00 ft Wall height above soil 0.00ft Slope Behind Wall = 0.00 Height of Soil over Toe = 0.00 in Water height over heel = 0.0ft Allow Soll Bearing = 1,800.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psflft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to Ignore for passive pressure 300.0 psf/fl = 110.00 pcf 0.00 pcf = 0.350 12.00 in 7[ s.u.r.c.h.ar•g•e•L•o•a•d•s-------• I Lateral Load Applied to Stem • Surcharge Over Heel o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Lateral Load ... Height to Toi: ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (Service Level) 0.0 psf [ Adjacent Footing Load • Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Fig CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 I Design Summary • ......s.te.m_c_o.n.s.tr.u.c.t.io.n __ ... ---=B::..:o::.:tt:::.o""m~---------------, -Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 3.10 OK 1.58 OK 2,038 lbs 6.01 in Soil Pressure@ Toe 1,359 psf OK Soil Pressure @ Heel O psf OK Allowable 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1.903 psf ACI Factored @ Heel O psf Footing Shear@ Toe 9.0 psi OK Footing Shear@ Heel o. 7 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 67 % Passive Force less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 529.4 lbs 125.1 lbs · 713.2 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 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 FtE Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at ft = 0.00 Masonry ASD 8.00 # 5 16.00 Edge ASD 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' lbs= lbs= ft--#= ft-#= psi= psi= psi= in2 = in= 0.206 280.0 373.3 1,812.8 3.1 44.7 9150 5.25 Masonry Data ------------------------ fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Tenn Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi = psf= in = 1,500 20,000 Yes 21.48 84.0 1.000 7.60 = Normal Weight ASD Concrete Data ------------------------ re Fy psi= psi= ' . Mike Surprenant & Associates Title PolzirJ Residence Site Wall Job# : 18109 Dsgnr: JZ Description .... 4'-0" Max Retained Height This Wall in File: F:\Projects\2017\17163-Polzin Residence~KPl\03-Engineering\Calc Templateslpolzin Page: [O (ff-(O Date: 31 MAY2018 RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06056839 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3 License To: MIKE SURPRENANT I Footing Dimensions & Strengths l Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.00 ft 3.00 3.00 18.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = Footing Concrete Density 60,000 psi 150.00 pcf 0.0018 Min. As% Cover @ Top 3.00 @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 1,903 Mu' : Upward = 0 Mu' : Downward = 0 Mu: Design = 0 Actual 1-Way Shear 9.03 Allow 1-Way Shear 40.00 Toe Reinforcing # 5@ 8.00 in Heel Reinforcing # 5 @ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings ' Heel O psf 1,340 ft-# 2,483 ft-# 1,142ft-# 0.71 psi 40.00 psi Toe: Not req'd: Mu < phi•5•1ambda•sqrt(fc)•sm Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 1.17 in2 0.39 ln2 Jft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in Summa of Overturn in & Resistln Forces & Moments . .... RESISTING ..... ..... OVERTURNING ..... 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 Resisting/Overturning Ratio lbs ft ft-# 529.4 1.83 970 5 529.4 O.T.M. 970.5 = = 3.10 Vertical Loads used for Soil Pressure = 2,037.7 lbs Soll Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth@ Stem Transitions= Footing Weig hi Key Weight Vert. Component = lbs ft ft-# 1,026.7 1.83 1,882.2 336.0 033 112.0 675.0 1.50 1,012.5 Total c 2,037.7 lbs R.M.= 3,006.7 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. [ Tilt I • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca cu\ation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.050 in The above calculation is not va!1d if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.