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Home My WebLink AboutCT 13-06; LA COSTA FAIRWAY VILLAS; STRUCTURAL CALCULATIONS; 2015-03-24For: ANP ENGINEERING INC. 4682 Iowa street #207 San Diego, CA 92116 CLIENT: Mr. Majid Mortazavi/ Rancho Farm Construction Structural calculations Revised footing width of retaining wall at Southern end of Wasterly wall at Lot 401, Gibraltar Street Carlsbad, CA PAGE ONE OF }( I ,., t,_<J}>'' \ ~-· Wet signature Date: February 17, 2015 c-r \3-0G, Dw& ~ ~83 • '2A RECEIVED MAR 2 5 20~:: LANu uc. 1.-L.Vr ,v ~ t=N~lf\\l::t:t'l • ~ er , 3..a(.p lock Use menu item Settings > Printing & T1 to set these five lines of information for your program. Title REVl~ED RET G WALL FOR THE SL Page: -k Job # . : Dsgnr: Date: 21 MAR 2015 Description .... 1500X1,33X1.6"" 3190 PSF BEARING PRESSURE This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx RetalnPro (c) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To: ANP ENGINEERING INC. Cantilevered Retaining Wall Design ~ode: cec 2013,ACI 318-11.ACI 530-11 ,..._c.ri.te.r.ia.···.·····.· ••• --------·· Soil Data I Retained Height = 10.00ft Wall height above soil = 1.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 30.00 in Water height over heel = 0.0 ft : Surcharge Loads • Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning ••• •"H<•••-•-, ,,., ,... •~ ~~,-.,,~~---A =~••= ••-, • o • ,,,.,.,,. •~• -••••<' Axial Load Applied to Stem I Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Design Summary 0.0 lbs 0.0 lbs 0.0 in I Wall Stability Ratios Overturning Sliding 2.35 OK 1.50 OK Total Bearing Load ... re;.ultant ecc. = = 7,789 lbs 22.03 in Soil Pressure @ Toe = 2.71 2 psf OK Soil Pressure @ Heel O psf OK Allowable = 3,190 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 3,797 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear@ Heel ::: Allowable = 40.0 psi OK 48.4 psi OK 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 4,630.3 lbs less 100% Passive Force = • 3,551 .1 lbs less 100% Friction Force = -3.405.3 lbs -Added Force Req'd ... .for 1 .5 : 1 Stability = Load Factors Build'ng Code Dead Load Live Load Earth, H 'Nind.W Seismic. E 0.0 lbs OK 0.0 lbs OK CBC 2013,ACI 1.400 1.700 1.700 1.:300 1.000 Allow Soil Bearing = 3. 190.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft = Passive Pressure = 320.0 psf/ft Soil Density. Heel = 120.00 pcf Soil Density, Toe = 115.00 pcf FootingflSoil Friction = 0.350 Soil height to ignore for passive pressure = 30.00 in --·-·· -~---·· ----~-----··--, .. ·.,. ---~----.. . -Latera I Load Applied to Stem • , Adjacent Footing Load Lateral Load = .HHeight to To~ = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = (Service Level) 750 0 #/ft 6. 75 ft 5. 75 ft 1.00 00 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 Stem Construction ••••••••• •••• I ---2nd Bottom Stem OK Stem OK Design Height Above Ftf ft = Wall Material Above "Ht'' = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Dasign Data tb!FB + fa/Fa = Total Force@ Section Service Level Strength Leve Moment ... Actual Service Level Strength Leve Moment. .... Allowable Shear ..... Actual lbs: lbs= ft-#= ft-#= ft-#= Service Level psi = Strength Leve psi = Shear ..... Allowable psi= Wall Weight psf = Rebar Depth 'd' in = Masonry Data Fs Solid Groutmg Modular Ratio 'n' psi '- psi= 5.00 0.00 Concrete Concrete LRFD LRFD 15.00 15.00 # 6 # 6 12.00 11.50 Edge Edge 0.113 0.755 1,812.5 5,000.0 2,708.3 18,854.2 23,969.5 24,965.0 12.0 33.0 75.0 75.0 187.5 187.5 12.63 12.63 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = Medium Weight = ASD Concrete Data - ft. Fy p:,I -Z.000.C psi = 60,000.0 = 0.0 lbs = 0.00 ft = o.oo in = 0.00 ft Square Footing = 0.0 ft = 0.300 ....... .... .... -"~~ • Use menu item Settings > Printing & T1 to set these five lines of Information for your program. lock Title REVl&ED RETA G WALL FOR THE SL Paoe: 3 Job# . Osgnr: Date: -21 l\.1AR2015 Description .... 1500X1.33X1.6= 3190 PSF BEARING PRESSURE This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx RetalnPro (C) 1987-2015, Build 11.15.3.16 License : KW--06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 2013.ACI 31 8---11.ACI 530-1 1 --·~-·•-~¥··· ·-• -~- Footing Dimensions & Strengths I Footing Design Results I Toe Width = 4.00 ft Toe Heel Heel Width = 3.50 Total Footing Width :: 7.50 Factored Pressure = 3,797 0 psf Mu': Upward = 23,327 13 ft-# Footing Thickness = 16.00 in Key Width :: 12.00 in Key Depth = 18.00 in Key Distance from Toe = 4.00 ft Mu' : Downward = 700 12,701 ft-# Mu: Design "' 22,627 12,638 ft-# Actual 1-Way Shear = 40.02 48.40 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = # 6@ 10.50 in re = 2.500 psi Fy = 60.000 psl Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5@ 10.00 in Key Reinforcing = # 5@ 14.50 in Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Blm.= 3.00 in Toe: #4@4.80 in, #5@7.44 in. #6@ 10.56 in, #7@ 14.40 in, #8@ 18.96 in, #9@ 24. Heel: #4@6.94 in. #5@ 10.76 in, #6@ 15.28 in, #7@20.83 in, #8@27.43 in. #9@ 34 Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7@ 28.03 in, _ Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# ............... n ..... ,--. .... Heel Active Pressure = 3,880.3 4.15 161113.8 Soil Over Heei Surcharge over Heel = Sloped Soil Over Hee1 = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load -Adjacent Footing Load "' Added Lateral Load = 750.0 7.58 5,687.5 Axial Dead Load on Stem = Load @ Stem Above Soil = ' Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe "' Total 4,630.3 O.T.M. 21 ,801 .3 Stem Weight(s) = Earth@ Stem Transitions= = Footing Weighl = Resisting/Overturning Ratio = 2.35 Key Weight = Vert. component of active S.P. used for Overturning Resistance. . .... RESISTING ..... Force Distance lbs ft Moment ft-# •---~•-" _,, , <~-•••••N,-,N,, .. -.-,m ... ,,~ 2,700.0 151.9 1.150.0 2.062.5 6.38 6.75 2.00 4.63 17,212.5 1,025.2 2,300.0 9,539.1 1,500.0 3.75 5,625.0 225 0 4 50 1.012 5 1,940.0 7.50 14,550.2 • ·---Vertical component of active pressure NOT used for soil pressure Total= 9,729.4 lbs RM.= 51 ,264.4 * Axial live load NOT included in total dfsplayed, or used for overturning resistance, but is included for soil pressure calculation. ·-r~ilt --] 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) 0.111 in A --=-5 I L~4-l 4S59 :.::..4 .. 71 q7-z_G\ -tll40 v-rT., z 7 l<-q _ lq 4 The above calcylatiQn IS not valid if the heel soil ooanng pressure ~e<is that of the J.Q.~. -=--"713 '\ because I.he wall would then tend to rotate into the retain~d wi! I I \/V'fr\_J_ A;- i ~ -'T'r GQJ-z.:1 c,,, C v) r tt i lf,{p «\ \ N _ : .. 1 ,~i ....i---~0 P~, f:" 48\; To ' I lti.t: Low £,Z l[fAf" BAAS. . --.....11' J.: J: ,~.:-i ,~ \r\ ~ '~~! WA-LL A A c.T l).__~ L * 'too\\ NG-DEfT~ f S 7-.Z. ( 1rJ N\V\..M) , tJ T«>£ F\ELu lock Title LOWER WALL Use menu item Settings > Printing & Ti to set these five lines of information for your program. Job# Dsgnr: Page:-2 Date: 21 MAR 2015 Description .... This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx RetalnPro (c) 1987-2015, Build 11.16.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wail Design :ode: CBC 2013.ACI 318-11.ACI 530-11 ,c.r.it.e.ri_a _________ .... 1 [:Soil Data ·-·· • ••• • • •• -, ill Allow Soil Bearing = 4,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall == 0.00 : 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 315.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf ,~.,., Soil Density, Toe = 0.00 pcf IT1 FootingflSoil Friction = 0.400 jlJ Soil height to ignore for passive pressure = 12.00 in ..... ,e:;::::::::=:-- Surcharge Loads I -w•-.-·.~•. -••~•••-••••• ••-• ____ , =• Lateral Load Applied to Stem I :-Adjacent Footing-Loaif - Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning -~···••<>·•••tt ... , ................................... ,_ ........ _ ...... ~•-... -,·,-,., • ,.,.,,,,. ' .... .. _ Axial Load Applied to Stem • Axial Dead Load = 100.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in .. •••-••••••••-•••••• ... ,,_ .. _ ------,.,. •• -A --- Lateral Load = ... Height to To,: = ... Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = (Strength level) 0.0#/ft. 0.00 ft 0.00 ft 1 00 0.0 psf Earth Pressure Seismic Load Multiplier Used = 10.000 I Uniform Seismic Force = 100.000 Total Seismic Force = 1,133.333 (Multiplier used on soil density) (i-c..-n Vf (p KES>S. -:::..3 5 ?A-5s1VG '31 S. LEV E.L C:-ON d l T l Adjacent Footing Load = 0.0 lbs Footing Width :: 0.00 ft Eccentricity "' 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back. of Wall = Poisson's Ratio = 0.300 __ l_5}t • Use menu item Settings > Printing .& Ti to set these five lines of information for your program. lock Title LOWE;R WALL Job# Dsgnr: Description .... Page: k;;, Date: 21 MAR 2015 This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx RetainPro (c) 1987•2015, Build 11.15.3.16 License : KW.-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11 . Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = ... re uaant ee-c. : 1.52 OK 1.89 OK 5,650 lbs 21 .36 in Soil Pressure @ Toe = 2.563 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 3,076 psf ACI Factored @ Heel = O psf Footing Shear@ Tee = 32.4 psi OK Footing Shear@Heel = 12.4 psi OK Allowable : 75 O psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 3,401 7 lbs less100%PassiveForce=. 4,171.1 lbs less 100% Friction Force = 2.260.0 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5 ~ 1 Stab.ility = 0.0 lbs OK Load Factors ··•··················· ·················· Building Code CBC 2013.ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic. E 1.000 :·Footing Dimensions-& Strengths I Toe Width Heel Width Total Footing Width = 4.00 ft 2.50 6.50 Footing Thickness 16.00 in Key Width = 12. 00 in Key Depth 36.00 in Key Distance from Toe = 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in ' Stem Construction~·-·~, 2nd Bottom ·-----------• --••• Stem OK • StemOK -· Design Height Above Ftr Wall Material Above "Ht" Design Method Thickness ft= 4.00 0.00 = Concrete Concrete = LRFD LRFD = 16.00 16.00 Rebar Size = # 6 # 6 Rebar Spacing = 12.00 12.00 Rebar Placed at Edge Edge Design Data ---- fb/FB + fa/Fa lbs= 0.184 0.650 Total Force@Section Service Level Strength Leve Moment. ... Actual Service Level Strength Leve lbs= 1,673.5 4,309.1 ft-#= ft-#: 4,732.4 16,878.8 Moment. .... Allowable ft-#:. 25,692.5 25,949.5 Shear ..... Actual Service Level psi = Strength Leve psi = Shear ..... Allowable psi= Wall Weight psf = Rebar Depih 'd' in = Masonry Data -·-·" --• ··· fm psi:::: Fs psi = Solid Grouting = Modular Ratio 'n' "' Short Term Factor "' Equiv. Solid Thick. = 10 2 67.1 2000 13.63 Masonry Blocll Type = Medium Weight 26.4 75.0 200.0 13.63 c;;:;;zg;;igf1 Metho°-·~s;; .. ::?,~~~:~ ~ tt~··1__5o0· Fy psi -60.000.0 60.000 0 ( f ) Footing Design Results . ••• I -:ry • - Toe Heel Factored Pressure = 3,076 O psf Mu': Upward = 17,164 Oft-# Mu' : Downward ;; 1.333 1,171 ft-# Mu: Design -= 15,830 1,171 ft-# Actual 1-Way Shear 32.42 12.39 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = # 6@ 13.61 in Heel Reinforcing = None Spec'd Key Reinforcing = # 5@ 14.60 in Other Acceptable Sizes & Spacings Toe; #4@ 6.23 in, #5@ 9.66 in, #6@ 13.71 in, #7@ 18.70 in, #8@24.62 in. #9@ 31 . Heel: Not req'd: Mu < phi•5•1ambcta•sqrt(fc)"Sm Key; #4@ 9.51 in. #5@ 14.60 in, #6@ 20.62 in , #7@ 28.03 in, Use n,enu Item Settings > Printlng & Ti to set these five lines of Information for your program. ock Title LOWER WALL Job # . Dsgnr: Description .... This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx . Page:__}_ Date: 21 MAR 2015 RetainPro (c) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Reta ining Wall Design ;ode: csc 2013,ACJ 318-11 ,ACI 530-11 . .... ,., .. , .. Summary of Overturning & Resisting forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing load = Added Lateral Load = load @ Stem Above Soil = Seismic Earth Load = 2,247.8 360.6 793.3 3.78 5.67 6.80 8,491 .6 2,043.4 5,394.7 Total 3.401.7 O.T.M. 15.929.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.52 5,650.0 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing load = Axial Dead load on Stem = • Axial Live Load on Stern ::: Soil Over Toe = Surcharge Over Toe '" Stem Weight(s) = Earth @ Stem Transitions"' Footing Weigh! = Key Weight ·- Vert. Component = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,283.3 116.7 100.0 400.0 2,000.0 1,300.0 450.0 5.92 5.92 4.67 2.00 4.67 3.25 2.50 7,593.1 690.3 466.7 800.0 9.333.3 4,225.0 1,1 25.0 ·----------· Total= 5,650.0 lbs R.M. 24,233.3 If seismic is included, the OTM and sliding ratios be 1 1 per section 1807.2.3 of IBC 2009 ,:,r IBC 201 • Axial live load NOT included in total displayed, or used for overturning resistance. but is included for soil pressure calculation. Tilt Horizontal Deflection at Top of Wan due to settlement of soil (Deflection due to wall bending not considered) Soif Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250 0 pci 0."!1 0 in The aoove calculation 1s not valid 1f the heel sod bearing 12rel!SUreft><g;gds that of th~ because ths>:ffallYfould tl,en tend to ro{ij!J.e jn~o the retaineo soil -- \6 lb • -4-• H b RtL ~D I \ ",,._. - ( S o TH s \De ::,) t? , •. !-E -1 \6 11 C.otJCl<-Ek- 1)--6 @ I b\' Q c.. .. p;:>-rrn ) • 1/-S G-1 rz} 0 ,, _____ __.,,...---i-.. :fof" 5 t (\J 7~ t K1:Y ~ TV ~ E c. ·~,,fYt=> E 1) E-D I tJT 'E)<\ s \I t,.l G--C.1/) tJ (__ .(; I E: --[ f-DOJ IN '(.:D£TA-,L ~ t{G\/ 1SG~ C L t)E$JG ·~ Lcwf: w~.L. ~b Fo)(. ~v o Gs D ,-J_;;Y l/\-x'1A-L) E ~ ~-__, o~ p ss, v e ~=.s ~ a--- 'R E:s STA-tJCc /Si4E \Aih:-U..S / ··• ~l" .. ~. J ! .. -..-.I ~ ·w, ~-a M:J ~)$.$.9.o 0 ~ \ o -:-~ Jr£ i PfJSS\ ~ ==-( S7-1-I 11) 2-~83 ' • t-I ,+;>-:::.l26 tz_ @y _::.q93 I G7Cf ..,c;...--'-----J. T ~ ' t ·Fi 1-,. 2 ~ <2--, ·~ ~"=-I :4-~ ><~ (\~ --~ru L FooT1 N TI-\·l C.\<. N ~Ss ,s • t5+r )i ;. ., L '1>1:z_ i.2-02-[b LJ ?-p -..,.::. 22.:z. 1 l b ~ pA&£q ' +t ~ fp, t Fpz-=-3410 tb ~ .¢: 1"1-. 'i) (Y\ To r =-A-<..... "k2 = 1-. ·I \A--K~ 73 )' 13EA-rv\ A-C..ifl ££ L , lock Title LOWER WALL Page:_\_! Use menu ltem Settings > Printing & T to set these five lines of Information for your program. Job # • Dsgnr: Date: 23 MAR 2015 Description .... This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx RetainPro (c) 1987-2015, Bulld 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 2013.ACI 318-11.ACI 530-11 Criteria I Soil Data Retained Height = 10.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Allow Soil Bearing = 4,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psftft "'t·"'-'"""•OA•· I"'~- Height of Soil over Toe = 0.00 in Passive Pressure = 315.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel ::: 110.00 pcf Soil Density, Toe = 0.00 pcf Footingl!Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in .. -.-·.·.,·. . -~--........... _..... .. ....... _.. - . Surcharge Loads I . Lateral Load Applied to Stem Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning -~· -~.. ·-·-.~~ ....... •····--·· .... " .............. -.... . _ Axial Load Applied to Stem I Axial Dead Load = 100.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Lateral Load = 0.0 #/ft Adjacent Footing Load = 7,789.0 lbs ... Height to Toi: = 0.00 ft Footing Width = 7.50 ft ... Height to Bottom = 0.00 ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 6.40 ft has been increased 1.00 Fooling Type Square Footing by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall = -1.0 ft (Strength Level) Poisson's Ratio = 0.300 I :..Adjacent Footing Load • , .......................... ·-···· .. ·········· ................ ~·········-·-·•········-·~·······-----·-··. .....,_,,...,, _ Earth Pressure Seismic Load I Multiplier Used = 10.000 Untform Seismic Force = 100.000 Total Seismic Force = 1,133.333 (Multiplier used on soil density) Use menu item Settings > Printing & Ti to set these five lines of information for your program. lock Title LOWER WALL Job # • Dsgnr: Description .... Page: l L- Date: 23 MAR 2015 This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx RetalnPro (c) 1987-2015, Build 11.16.3.16 License : KW-06059443 License To ; ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11.ACI 530-11 . Design Summary Wall Stability Ratios Overturning Sliding Total Bearing load .. .resultant ecc. = ::: • 1.56 OK 1.57 OK 7,496 lbs HUS in Soil Pressure @ Toe = 2,661 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 4.500 psf Soil Pressure Less Than Allowabie AC.I Factored @ Toe = 2,506 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 32.3 psi OK Footing Shear @ Heel = 24.0 psi OK Allowable = 75 0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force "' 5,497.6 lbs less 100% Passive Force= -5,656.6 lbs less 100% Friction Force = 2,998 .2 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = 0.0 lbs OK L.oad Factors Building Code Dead Load Uve Load Earth,H Wind.W Seismic, E Toe Width Heel Width Total Footing Width CBC 2013,ACl 1.200 1.600 1.600 1.000 1 000 = 5.00 ft = 2.00 = 7.00 Footing Thickness = 16.00 In 15.00 in 46.00 in Key Width = Key Depth = Key Distance from r oe = f'c = 2.500 psi Fy = Footing Concrete Density = 2.00 ft 60.,000 psi 150.00pcf 0.0018 Min. As % Cover@Tcp 2.00 @ Btm."' 3.00 in [ ... s.t.e•m•·•c•o•n•s•t•r•u•ct.i•o•n--•• _ ;~!OK. s~:~~K Design Height Above Fti; Wall Material Above "Ht" Design Method Thickness ft= 4.00 0.00 Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@Section Service Level Strength Leve Moment .... Actual Service level Strength Leve Moment. .... Allowable Shear, .... Actual Service level Strength Leve Shear ..... Allowable Wall Weight Rebar Depth 'o· Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data = = = = = = lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= psf= in= psi= psi= = = Concrete LRFD 16.00 # 6 9.00 Edge 0.195 2,655.1 6.574.2 33,685.5 16.2 67.1 200.0 13.6:'j Concrete lRFD 16.00 # 6 9.00 Edge 0.749 6,793.7 25,580.8 34,142.4 416 75.0 200,0 13.63 -= Medium Weight = ASD fc psi= 2,000.0 2,500.0 Fy psi= 60.000.0 60,000.0 Footing Design Results I Toe Heel Factored Pressure = 2,506 0 psf Mu' : Upward = 22.059 0 ft-# Mu' : Downward = 3,667 2,202 ft4#. Mu: Design ~ 18,392 2,202 ft-# Actual 1-Way Shear = 32.35 23.96 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = # 6@ 11.00 in Heel Reinforcing None Spec'd Key Reinforcing = # 5@ 12.55 in Other Acceptable Sizes & Spacings Toe: #4@5.36 in, #5@8.32 in, #6@ 11.80 in, #7@ 16.09 in, tffl@21 .19 in, #9@ 26 Hee!: Not req'd: Mu < phi•S*lambda•sqrt(fct Sm Key; #4@ 7.66 in, #5@ 11.73 in, #6@ 16.55 in, #7@ 22.47 in, Use menu item Settings> Printing & Tit! ock Title LOWl;R WALL D to set these five lines of information Job# Dsgnr: for your program. Description ... , This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa villas.rpx Page:_1_3 Date: 23 MAR 2015 RetainPro (c) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11 ,ACI 530-11 Surrtmary of Overturning & R~sisting Forces & Moments Item Heel Active Pressure Surcharge over Heel = Surcharge Over Toe = Adjacent ooting Load = Added Lateral Load = Load @ Stem Above Soii = Seismic Earth Load = Total ..... OVERTURNING ..... Foroo Distance Moment lbs ft ft-:# ••-<on.,."M··--•• ••-· • -..n>o».--.w •-•~a••-••• 3.402.8 3.89 13,233.0 530.3 5.83 3,093.4 771.2 4.17 3,217.7 793.3 6.80 5,394.7 5,497.6 O.T.M. 24 ,938.8 Soil Over Heel "" Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing load = Axial Dead Load on Stem = • Axiai Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(S) = Earth @ Stem Transitions = . .... RESISTING ..... Force Distance lbs ft ...... ,.~ .. '",..,,,,._, __ 733.3 6.67 12.2 6.78 66.7 6.67 264.l 6.67 100.0 5.67 500.0 2,000.0 2.50 5.67 Moment ft-# 4,888.9 82.8 444.4 1 .761 . 7 566.7 1,250.0 11,333.3 = Footing Weigh! = 1,400.0 3.50 4,900.0 Resistlng/Overturnlng Ratio = 1.56 Key Weight "" 71 8.8 2.63 1,886.7 Vert. component of active S.P. used for Overturning Resistance. = 1,7~0..:~--7~00 11 ,902.0 Vertical component of active pressure used for sol! pressure Total= 7,495.5 lbs R.M."' 39,016.6 If seismic is included, the OTM and sliding ratios be 1 1 per section 1807.2 3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed! or used for overturning resistance. but is included for soil pressure ca cu!ation. Tilt -••• Horizontal Deflection at Top of Waif due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wan (approximate only) 250 o pci 0106 in The above ~lculation i('l not valid i!..llJ.e heel S-01I ~armg pr~M~f!? exceoo~t of the too Qg.G.~.il~ the waU ~ould then t~nd to rota~ into the re~t11ed :soii. t ~~11 .. Jl ~-~e • • l b n,-. ~ C ?ASS\\) E p ~-· s.s I ~--'E B -:3 \.kE f\ K v-1, -!,__LS./ "f ET 1 N N . -P..,-\. ls ' E ~1 ~\jL•(JJl..P\-t, ~O t i~-~ ~ v'v ~ ~ A-T I 'T J t--' \1~ c11 " • LD:~1 o 1--J ( ~ ) s ~l:: p.LJTN A-TT A-C-t{ l . \ ·~·LO M· ~. L});-z_'34 ox 5 =-- ::::-l74 0 / D E:S l & W A-L t_ Fo~ P=-114,-s (.lo . :::--r 2..So,x,IQ :::_ 11 :2-So lb-(T 'f'l =-Jl'LS ox\ -1 \ 8 JG WA-Ll _....,_--....-----~. ,'-·. _, "'"' • ~Wf:K WAr~-Lq>7 }- c; A~ ,-f l/''.') t i t 4· ~ ~ri f...._, i :r~\ \JC-·'%.i'\_ ~-~~,... 7-~ .--,~ ~3~-, M~3~7')(.~b/~1: 17 ''2-~ w ~~).1 .. ~? := 7o f'i\1,, L Ti ,~l f:/"-~ \ -0 !'~-. """"' ·'-- f A,SS t Va ?RE-Ssu,r<ti. <irtu.-LD e 1'Jf:GL€<:T-€l.:) Wf\ t£ f<-~-Cf· 0 7.t# Co,,,,,..· '/\<l f;,¥~ t\ ll '(o-l ·'o ·¥ L~ -- . • ~ "Q, L .::.. z.1ox1fS.X'o.4 ? l i i· , \ f-.,.Lt--.-. l-a. II .£ L. t SA~ 12-. f I - I I / 1 3/2--f/15 b3 £TA-/ NI tJ 6 ·+-SLA(-2-C+\A GE ~I <Io/ _ q4_ --> I' 15 H 2--JS: '1+1~3 3) ~t !O J1, ""'--~ , I ~ . ~,q, \ ., :-, , f O f # 3 3 -40· 3 1 E.~ -. -, • , ______ -¥---t=""'- M z.~03 >< 7~3 3~~~7-=-/9 80 r Q U .t,, t c o 1L t\(~--, .. 1-✓ i ' , I t::= , '\J I ,-,----~ (r"f:Y -:~:~ I I I L \''l 2-~;;L -=7 W = z_. ~/\ =-0 . ~ 3 0 ~ 7 4 -z_ ~-\:-\~ (7 1)33 )'- A--I (' uJe--6\-e_ s ,· I p vx,_55 _ ='lb O O X L33 ""-s + S ~ 6:" C LC.. -ft Tt-,A--C~ l-} ;rc:T\v £ er' ? E: ss ::= SO c_ F Use menu item Settings > Printing & Ti to set these five lines of information for your program. lock Title La Costa Viii· Job# . Dsgnr: Description .... This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa ii.rpx b3 Page: L. \ Date: 20 FEB 2015 RetainPro 10 (c) 1987-2014, Build 10.14.12.11 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design Code: IBC 2012,ACI 318-11,ACI 530-11 c_rit.e.ri_a _________ .. l [son Data I Allow Soil Bearing = 3.450.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Retained Height = 6.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 2.00 : 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 350.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pct Soil Density, Toe = 0.00 pct FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in ·-···· ····-····-· ~~,A• L1 7 . •• =~"" c:::::7 ~-'Q-~'"' ,,_ ·--·-------- ~"'!¥:u~-•- t ... •'---(\. -~s.u.rc•h•a.r1111g•e•L•o•a•d•s------•• . Lateral Load Applied to Stem 1 Adjacent Footing Load Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning ·••oumH '"" "• • • m•••h• •M•••-• ••· •H· H•hA-~-•-•-... --•· . Axial Load Applied to Stem Lateral Loact = 0.0 #/ft Adjacent Footing Load = 4.405.0 lbs ... Height to Toi: = 0.00 ft Footing Width :::, 7.00 ft ... Height to Bottom = 0.00 ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 3.50 ft • has been increased 1.00 Footing Type Square Footing by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall =· -1 .0 ft Poisson's Ratio = 0.300 Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in L Earth .Pressure Seismic ioad ,,.,,,,. I Uniform Seismic Force = 73.800 Multiplier Used = 12.300 Total Seismic Force = 541 .200 (Multiplier used on soil density) • Use menu item Settings > Printing & Ti to set these five lines of information for your program. lock Title la Costa VIII,, Job# Dsgnr: Page: 4c1Z- Date: 20 FEB 015 Description .... This Wall in File; c:\users\anp laptop\documents\retainpro 10 project files\la costa ii.rpx RetainPro 10 {C) 1987-2014, Bulld 10.14.12.11 License : KW-06059443 License To: ANP ENGINEERING INC. Cantilevered Retaining Wall Design Code: IBC2012,ACI 318-1 1,ACI 530-11 . Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = ... resultant ecc. = 1.84 OK 1.65 OK 2,748 lbs 17.88 in Soil Pressure@Toe = 2,709 psf OK Soil Pressure @ Heel = D psf OK Allowable = 3,450 psf Soil Pressure Less Than Allowable ACI Factored @Toe = 3,321 psf ACI Factored @ Heel = 0 psf Fooling Shear@ Toe = 17.4 psi OK Footing Shear@ Hee! = 10.3 psi OK Allowable -75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force -= 2,040.3 lbs less 100% Passive Force= -2,276.0 lbs less 100% Friction Force = 1,099.4 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = 0.0 lbs OK Load Factors ... Building Code Dead Load Live Load Earth, H Wind,W Seismic, E Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = ;: = = = = !BC 2012,ACI 1.200 1.600 1.600 1.000 1.000 2.83 ft 1.50 • 4.33 16.00 in 12.00 in 18.00 in 1.83 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min. As % Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in r' ····~--v-,_ ..... ~~-~_,,., ,. Stem Construction 2nd Bottom ·······•· ----·-----•···~----· Stem OK Stern OK Design Height Above Fte ft= 3.33 0.00 Wall Material Above "Ht" = Masonry Concrete Design Method = ASD LRFD Thickness = 8.00 12.00 Rebar Size = # 4 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data .. -_ __,_ •-•-••-•••W• .. v••••--·-·--· fb/FB + fa/Fa = 0.299 0.343 Total Force@Sectlon Service Level lbs:: 264.9 Strength Leve lbs= 2,157.2 Moment. ... Actual Service Level ft-#= 356.9 Strength Leve ft-#= 4,740.6 phiMn or Malfowable ft-#= 1,193.2 13,811.2 Shear ..... Actual Service Level psi= 4.2 Strength Leve psi= 18.7 Vallowable/(bd) psi= 44.4 82.2 Wall Weight psf=: 78.0 150.0 Rebar Depth 'd' in= 5.25 9.63 Masonry Data ········ .. .,. .......... ,, __ .,_.,,,,,,,.,,. .. _ fm psi= 1,500 Fs psi= 20,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method ; ASD Concrete Data fc psi= 3,000 0 Fy psi= 60,000.0 ......................... ····-·--·~----- Footing Design Results _I.QL Factored Pressure = 3,321 Mu' : Upward = 8,887 Mu' : Downward : 1,039 Mu: Design •·-7,848 Actual 1-Way Shear = 17.38 Allow 1-Way Shear = 75.00 Toe Reinforcing : None Spec'd Heel Reinforcing = None Spec'd Key Reinforcmg = # 5 @ 18.00 in Other Acceptable Sizes & Spacings • Heel o psf 0 ft-# 706 ft-# 706 fl-# 10.33 psi 75.00 psi --·-~ --· ~--· --~·---· ~ Toe: #4@6.94 in, #5@ 10.76 in, #6@ 15.28 in, #7@20.83 in, #8@27.43 in, #9@ 34 Heel: Not req'd, Mu < S • Fr Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7@ 28.03 in , Use menu item Settings > Printing & Ti to set these five lines of information for your program. ock Title La ~osta Villa Job # : Dsgnr: Description .... This Wall in File: c:\users\anp laptop\doCi.lments\retainpro 10 project files\la costa ii.rpx Page: __ _ Date: 20 FEB 2015 RetalnPro 10(c) 1987-2014, Build 10.14.12.11 License : KW.06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design Code: IBC 2012.ACI 318-11,ACI 530-11 ... Summa:;;c of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# ••-•••~-• o0dO• •••••=••••~=---•-~•-- 1,437.7 2.53 3,634.1 223.8 2.67 597.7 378.8 4.40 1,666.9 2,040.3 O.T.M. 5,898 7 = Resisting/Overturning Ratio = 1.84 Vert. component of active S.P. used for Overturning Resistance. Soil Over Heel = Sloped Soil Over Heel =- Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth@ Stem Transitions= Footing Weight =- Key Weight = = . .... RESISTING ..... Force Distance lbs ft 330.0 4.08 6.9 4.17 178,6 4.08 283.3 1.42 760.0 3.28 97.9 3.67 866.7 2.17 225.0 2.33 718.4 4.33 Moment ft-# 1,347.5 28.6 729.2 401.4 2.490.0 359.0 1,877.8 524.3 3,112.9 Vertical component of active pressure NOT used for soil pressure If seismic is included, the OTM and sliding ratios Total= 3,466.7 lbs R.M.= 10,870.7 be 1.1 per section 1807.2.3 of IBC 2009 or JBC 201 r1,t · •·••· ··-· ----· ······1 ~ Axial live load NOT included in total displayed, or u.sed 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 pct 0.116 in The aoove catcutat1on is not valig !f.!he heel soil bearing pre~~l!r!L~xceeos that of the toe. ~se the wall woµld Ul.Qn tend to rotate intg th~ retained soil. I ' • ·~--~-··--'··-~--.... __ H;,..._. -_-_ tr:_><.: ____ tt 1---~-~_§J~ ,.~, ~-~· ~-£ '-o· >~-------~. __ _ / Scud Grout 1t-4@1?; '\o_ c ---~--!'.'4/l t4u~\7-_ fN "i:SuND "8£A-M r.10· r.o" r-E-· 4 1-4\' ~~ ·-:...-. /' i I J ZS cB LOW~ V {~ v'TH : -Al t~ c_ PE~-·)2_ r I Use menu item Settings > Printing & Tit to set these five lines of information for your program. ock Title EAST ;PROPERl Job# Dsgnr: Description ... 2600 PSF BEARING PRESSURE Page:.l:::1._ Date: 24 MAR 2015 This Wall in File: c:\users\anp laptop\documenls\retainpro 10 project files\la costa villas.rpx R.etalnPro (C) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design ;ode: CBC 2010,ACI 318-08,ACI 530-08 ,.....c_-_iit.-e.ri_a ________________ , 'Soil Data •••••• ·•· •• I Allow Soil Bearing = 2.600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 '. 1 = Height of Soil over Toe = 0.00 in Passive Pressure = 315.0 psf/ft Water height over heel = 0.0 ft Soll Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pct Footing(ISoi! Friction = 0.350 Soil height to ignore for passive pressure = 24.00 in ""··--••·•···••·-··· -······ ·······------·---··-··· ·-··--~ ..... ---------- .s.u.rc_h_a_rg_. •e•L•o•a•d•s ______ .. l , ___ Lateral Load Applied to Stem I ,_Adjacent Footing Load I Surcharge Over Heel = 50.0 psf 2,100.0 lbs = = Used To Resist Sliding & Overturning 2.00 ft Lateral Load 0.0#/f! Adjacent Footing Load ... Height to Toi: :::: 0,00 ft Footing Width = Surcharge Over Toe = 0.0 0.00 in ... Height to Bottom = 0,00 ft Eccentricity = ____ ~.<?! Used for Sliding ~-?.~e,_rturning 4.50 ft The above lateral load Wall to Ftg CL Dist = .. Axial Load Applied to Stem Line Load • has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 100.0 lbs 0.0 lbs 0.0 in Earth Pressure Seismic Load Multiplier Used = 8.000 (Multiplier used on soil density) ••••<•••••• ••~ ••• UOH••••• ,_.,, ... moo•••h> • •~•••••••• I Wind on Exposed Stem = 0.0 psf (Setvice Level) . Uniform Seismic Force = 40.000 = 250.000 Total Seismic Force at Back of Wall Poisson's Ratio ---■S•te.m_W_e•ig1111_ •ht-S•e•is•m-ic-L•o•a•d __ _.1 FP / WP Weight Multiplier = 0.200 g Added seismic base force = = -2.0 ft 0.300 7001bs Use menu item Settings> Printing & Tit to set these five lines of information for your program. ock Title EAST;PROPER Job# : Dsgnr: Description .... 2600 PSF BEARING PRESSURE This Wall in File: c:\users\anp laptop\documents\retainpro 10 project flles\la costa villas.rpx Page: 2,8 Date: 24 MAR 2015 RetainPro (c) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design ~ode: CBC 2010,ACI 318-08,ACI 530-08 . Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resullant ecc. 2.93 OK 1.51 OK 4.135 lbs 7. 19 in Soil Pressure @ Toe = 1.963 psf OK Soil Pressure@ Heel = 104 psf OK A.llowable = 2,600 psf Soil Pressure Less Toan Allowable ACI Factored @ Toe = 2,462 psf ACI Factored@ Heel = 131 psf Footing Shear @Toe = 0.0 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,327.5 lbs less 100% Passive Force =-• 561 .1 lbs less 100% Friction Force -= -1.447.3 lbs Added Force Req'd = 0.0 lbs OK ... .for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2010,ACI 1.200 1 600 1.600 1.600 1.000 'Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe ;;;: 0.00 ft 4.00 -,too· 15.00 in 12.00 in 18.00 in 2.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pct Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in I L Stem Construction I ft::: Bottom Stem OK 0.00 Design Height Above Flt Wall Material Above "Ht" Design Method Thickness = Concrete LRFD = Rebar Size Rebar Spacing Rebar Placed at Design Data ··•· fb/FB + fa/Fa Total Force@Section Service Level Strength Leve Moment .... Actual Service Level Strength Leve Moment ..... Allowable Shear ..... Actual Service Level Strength Leve Shear ..... Allowable Wall Weight Rebar Depth ·ct• Masonry Data fm Fs = lbs: lbs= ft-#= ft-#= = psi= psi= psi= psf= in= psi= psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. ::: 8.00 # 5 12.00 Edge 0.292 1,335.6 2.368.0 8,121.3 18,0 75,0 100.0 6.19 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ·········· ·· ··········· ···· -·· ·----•• f'c psi -2,500.0 Fy psi = 60,000.0 ··Fooling Design Result$ I ~ Heel Factored Pressure = 2,462 131 psf Mu' : Upward -= 0 4,325 ft-# Mu': Downward = 0 5.361 ft-# tv1u: Design = 0 1,036 ft-# Actual 1 .. way Shear = 0.00 3.05 psi Allow 1-Way Shear 0.00 75,00 psi Toe Reinforcing = None Spec'd Heel Reinforcing : None Spec'd Key Reinforcing = # 5@ 18.00 in Other Acceptable Sizes & Spacings Toe: Not req'd; Mu < phi•s•tambda•sqrt(fc)'Sm Heet Not req'd: Mu < phi•5•1ambda•sqrt{f'c)"Sm Key: #4@9.51 in, #5@ 14.60 in, #6@20.62 in, #7@28.03 in, Use menu item Settings > Printing & Ti to set these five lines of information for your program. ock Titie EAST·PROPER1 Job # : Dsgnr: Description .... 2600 PSF BEARING PRESSURE This Wall in File: c:\users\anp laptop\documents\retainpro 10 project files\la costa Villas.rpx Page: "2-'I Date: 24 MAR 20,s RetainPro (c) 1987•2015, Build 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design ,ode: CBC 2010,ACI 318-08,ACl 530-08 -Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# --.,,,,,...,. w• -~• '""""' • -~---•• ._,,., ,. •• ., Heel Active Pressure 683.6 2.08 1,424.2 Surcharge over Heel = 99.4 3.13 310.7 Surcharge Over Toe = AdJacent Footing Load = 299.5 1.17 350.4 Added lateral Load = load @ Stem Above Soil = Seismic Earth Load = 175.0 3.75 3.75 656.3 262.5 Seismic Stem Seif Wt = 70.0 Total 1,327.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. 3,004.1 ~-2.93 4,135.0 !bs 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 @ Siem Transitions= Footing Weigh1 = Key Weight .. Vert. Component = . .... RESISTING ..... Force Distance lbs ft 1,833.3 2.33 166.7 2.33 560.0 3.33 100.0 0.33 500.0 0.33 750.0 2.00 225.0 2.50 Moment ft-# 4,277.8 388.9 1,866.7 33.3 166.7 1,500.0 562.5 ....... ·--·~·-····~"'-"'"·~-Total= 4,1 35.0 lbs R.M.= 8,795.8 If seismic is included, the OTM and sliding ratios be 1 1 per section 1807 2 3 o'f IBC 2009 or IBC 201 Tilt -, • Axial live load NOT included in total displayed1 or used for overturning resistance. but is included for soil pressure ca1culaUon. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.068 in The above ca!culatiQn ,snot valid tf !~[§oil beari.fl.!J.P!.~%\J.L~~ceeds that of the toe. Q:!tgi~~ the wall would then tend to rotate into the retai11~,t~2.il 7\_ fo Wk-L 30 ock SIOPECORNER Page: __ _ Use menu item Settings > Printing & Title to set these five lines of information Title Job# RET.WALLFO Osgnr: Date: 24 MAR 2015 for your program. Description .... 2000X1.4= 2800X1.33 PSFBEARING PRESSURE WITH+ SEISMIC LOADS This Wall in File: c:\users\anp faptop\documents\retainpro 10 project files\la costa villas.rpx: WPrl L C. RetalnPro (c) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To: ANP ENGINEERIN~ INC. Cantilevered Retaining Wall Design ~ode: csc 2013,ACl 318-11 ,AGf 530-11 1·--•• •C•ri•te.r.ia _________ _.l . Soil Data I Retained Height Wall height above soil Slope Behind Wall = = Height of Soil over Toe = Water height over heel = Surcharge Loads 10.00ft. 0.00 ft 2.00 : 1 0.00 in 0.0 ft Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 275.0 psf Used for Sliding & Overturning -........ _.. --·.,·----•-·-·· -., .. _ ...... ,., _________ .. ___ --... I . Axial Load Applied to Stem I Axial Dead Load = Axial Live Load -= Axial Load Eccentricity = Design Summary Wall Stability Ratios Overturning "' Sliding = Total Bearing Load = ... resultant ecc. = 0.0 lbs 0.0 lbs 0.0 in 1.77 OK 2.31 OK 8,909 lbs 14.92 in Soil Pressure @ Toe = 3.157 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,4.58 psf AC! Factored @Heel = 0 psf Footing Shear @Toe Footing Shear@ Heel = Allowable = 24.9 psi OK 41.7 psi OK 75.0 psi Sliding Cales (Vertical Component Used) Lateral Sliding Force = 4,630.3 lbs less 100% Passive Force= • 7,560.0 lbs less 100% Friction Force " -3,118.3 lbs Added Force Req'd = 0.0 lbs OK ... .for 1 5 : 1 Stability = 0.0 tbs OK Load Factors •· Building Code Dead Load Live Load Earth,H Winci,W Seismic, E CBC 2013,ACI 1.400 1,700 1.700 1 300 1.000 Allow Soil Bearing = 3,800.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft = Passive Pressure = 315.0 psflft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingUSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in •·-·•••--·•---"'~••v ... ·······'"""'"'·'C. ___ ,_,.,-. ;Adjacent-Footing ioad L Lateral Load Applied to Stem I Lateral Load = 750.0 #/ft Adjacent Footing Load ... Height to Toi: = 6.67 ft Footing Width ... Height to Bottom = 5.67 ft Eccentricity The above lateral load Wall to Ftg CL Dist has been increased 1.00 Footing Type by a factor of Base Above/Below Soil Wind on Exposed Stem = o.o psf at Back of Wall (Service Level) Poisson's Ratio ·--···~·-~ "'••••••••·••«••>W, ,~N J , Stem Construction 2nd Bottom Stem OK Stem OK Design Height Above Fti:: ft= 4.00 0.00 Waif Material Above "Ht'' = Concrete Concrete Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Deslgn Data fb/FB + fa/Fa Total Force@Section Service Level Strength Leve Moment.. .. Actual Service Level Strength Leve Moment.. ... Allowable Shear ..... Actual Service level Strength Leve Shear ..... Allowable Wall Weight Rebar Depth 'd' = ::: = = = "" lbs:::: lbs= ft-#= ft-#= ft-#= psi= psi= psi= psf= in= LRFD 15.00 # 6 12.00 Edge 0,196 2,280.0 4,687.5 23,969.5 15.0 75.0 187.5 12.63 LRFD 15.00 # 6 11.50 Edge 0.7S3 5,000.0 18,794.2 24,965.0 33.0 75.0 187.5 12.63 Masonry Data • ·-· • ••• fm psi"' Fs psi= Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy = = Medium Weight = ASO P"I e= 2,500 0 2 .500.Q psi= 60,000.0 60,000.0 = 0.0 lbs = 0.00 ft = 0.00 in = 0.00 fl Square Footing = 0.0 ft =-0.300 I Use menu item Settings > Printing & Title ock to set these five lines of information Tit!e RET.WALLFO Dsgnr: Job# Description .... SIOPECORNER Page:.2.L Date: 24 MAR 2015 for your program. 2000X1.4,. 2800X1.33 PSFBEARING PRESSURE WITH+ SEISMIC LOAOS This Wall in File: c:\users\anp laptop\documents\retainpro 10 project fi!es\la costa villas.rpx WA: L c__ RetalnPro (c) 1987-2015, Build 11.15.3.16 License : KW-06059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design ~ode: CBC 2013,ACI 318-11 ,ACI 530-11 Footing Dimensions & Strength·s • --, Footing Design Results I Toe Width = .2.75 ft Toe ~ Heel Width = 3.50 Total Footing Width ::: 6.25 Factored Pressure = 3,458 0 psf Mu': Upward = 10,951 454 ft-# Footing Thickness = 16.00 in Key Width = 12.00 in Key Depth = 38.00 in Key Distance from Toe = 3.00 ft Mui : Downward = 1,799 12,315 ft.-# Mu: Design = 9,152 11,861 ft-# Actual 1-Way Shear = 24.91 41 .71 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6@ 13.75 in re = 2,500 psi Fy = 60.000 psi Footing Concrete Density = 150.00 pcf Heel Reinforcing = # 5 @ 10. 76 in Key Reinforcing = # 5@ 14.50 in Min. As % = 0.0018 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: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7@ 28.03 in, i-, --••-H• •••••••• • •••••••••••-• _ Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total = ..... OVERTURNING ..... Force Distance Moment lbs ft it-# ·········••··•· .. ··· ....... ,_,_ 3,880.3 4.15 16,113.8 750.0 7.50 5,627.5 4,630 .. 3 O.T.M. 21 ,741 .3 Resisting/Overturning Ratio = 1.77 . .... RESISTING ..... Force Distance lbs ft ············•·••· .. ·=-.... -~,~-- Soil Over Heel "' 2.475.0 Sloped Soil Over Hee1 = 139.2 Surcharge Over Heel = Adjaeent Footing load - Axial Dead Load on Stem = ' Axial Live Load on Stem "' Soil Over Toe Surcharge Over Tee Stem Weight(s) = Earth@ Stem Transitions= 756.3 1,875.0 5.13 5.50 1.38 3.38 Moment ft-# 12,684.4 765.7 1,039.8 6,328.1 Footing Weight = 1,250.0 3.13 3,906.3 Key Weight = .475 0 3 50 1,662.5 • Vert. component of active S.P. used for Overturning Resistance. Vertical component of active pressure used for soil pressure = 1,938.9 6.25 1_~. 1_17:9_ Total= 8,909.3 lbs R.M.= 38 504 7 • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culahon. Tilt --· .•. --, Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bendlng not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Oefl@ Top of Wall (approximate only) 0.140 in The .above calculation is not valid if tl)e heel soil !)AAring pressure exceeds that of ttigi !0~, because the wall would tl'len tend to rotate into the retained son 32- r _--,--IS Tl-\ K' -i,,s~o f.SI. l~ Co N C... .. ♦ E.XTEN a . l, 2}' ti l & t-1 ,.... ~-· -To q.>LP\C-e l)11cH xsf;.J-11~U I< ..