Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
CT 13-06; La Costa Villas Development; Retaining Wall Structural Calculations; 2015-03-24
ANP ENGINEERING INC. 4682 Iowa street #207 San Diego, CA 92116 CLIENT: Mr. Majid Mortazavi/ Rancho Farm Construction Structural calculations For: Revised footing width of retaining wai! at Southern end of Wasterly wall at Lot 401, Gibraltar Street CT \S-OG PAGE ONE OF U^CP ^ 4^Q>3 -2 A Wet signature Date: February 17,2015 1/ RECEIVED MAR 2 5 2015 PMRIMPPDiMn Use tTienu item Settings > Printing & Title Block to set these five lines of information for your program. Titie REVISED RETAINING WALL FOR THE SL Paae: Job# . : Dsgnr: Date: 21 MAR 2016 Description, .. 1500X1.33X1.6- 3190 PSF BEARING PRESSURE This Wall in File: o:\users\anp taptopWocuments\retainpro 10 project filesMa costa viilas.rpx RetainPro (c) 1987-2D1S, Build 11.15.3.16 Ucense: KW-06059443 License To: ANP ENGINEERING INC. Cantilevered. Retaining Wall Design jode: cec ZOI3,AC! 3i8-ii,Aa 530-11 Criteria Retained Height = 10.00 fl Walt height above sot! = 1.00 ft Slope Behind Wail = 2.00 ; 1 Height of Soil over Toe = 30.00 in Water height over heei = 0.0 ft Soil Data J Allow Soil Bearing = 3,190.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 50.0 psf/fl ' I Passive Pressure = 320.0 psfm Soil Density. Heel = 120,00 pcf Soil Density, Toe = 115,00 pcf j FootingllSoii Friction = 0.3S0 'if Soil height to ignore for passive pressure = 30.00 in Surcharge Loads Surcharge Over Heel = o.o psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used fbr Sliding & Overturning Axial Load Appiied to Stem J Later^^ Adjacent Footing Load Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowabte ACI Factored @ Toe ; Heel ACI Factored) Footing Shear ( Footing Shear ( Allowable jToe I Heel Sliding Calcs (Vertical Component Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force « Added Force Req'd = ...forl.S: 1 Stability = Lateral Load = 750 0 #/ft ...Height to Top = 6.75 ft ...Height to Bottom = 5.75 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem - 0.0 psf (Service Level) Stem Construction I 2.35 OK 1.50 OK 7.789 Ibs 22,03 in 2.712 psf OK 0 psf OK 3.190 psf 3,797 psf 0 psf 40.0 psi OK 48.4 psi OK 75,0 pS! 4 630 3 lbs 3,551,1 Ibs 3.405 3 Ibs 0.0 Ibs OK 0,0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H WtntS. W Seismic, E CBC 2013.ACi 1,400 1,700 1.700 1,300 000 Design Height Above Ft$ Wall Material Above "Ht" Design Method Thicitness Ret>ar Size Rebar spadng Rebar Placed at Dssign Data ib/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 Bebar Depth 'd' Masonry Data fm Fs Solid Groutmg Modular Ratio 'n' Short Term Factor Equiv. Solid Thic*. Masonry Block Type Masonry Design Method Concrete Data Fy ft= «-#= Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 O.Oft 2nd Stem ok 5.00 Concrete LRFD 15.00 # 6 12,00 Edge a.ii3 Bottom Stem ok 0.00 Concrete LRFD 15.00 # 6 11.50 o.rss ibs = ibs= 1,812.5 5,000.0 2,708.3 18,854,2 23,969,5 24,965,0 psi = PS! = 12.0 33.0 psi = 75.0 75.0 psf = 187,5 187,5 in = 12.63 12.63 p&i - psi = Medium Weight ASD psi = 2,000,0 60,000.0 60.000,0 0.0 I Use <nenu Stem Settings > Printing & Title Block to set tfiese five lines of information ^ for your program. 3 Title REVISED RETAINING WALL FOR THE SL Paae: Job# . ; Dsgnr; Date: 21 MAR 2016 Description.,,. 1 §00X1.33X1.6= 31S0 PSF BEARING PRESSURE This Wall in File: c:\users\anp laptopVdocumentsVetainpro 10 project filesya costa viilas.rpx nminPm ic) 1987-201S, Buiid 11.15.3.1S License: KW-06059443 License To: ANP ENGINEERING INC. Cantilevered Retaining Wai! Design :o<ie; CBC20i3.ACi 318-II,ACI 530-11 Footing Dimensions & Strengths Toe Width = 4.00 ft Heel Width - 3.50 Total Footing Width = 7.50 Footing TWclcness = 16.00 in KeyWidth = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 4,00 ft fc = 2.500 psi Fy = 60.000 psi Footing Concrete Density = 150,00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Bim,= 3.00 in J Footing Design Results J Factored Pressure Mu': Upwaftl Mu': Downward Mii. Oasigri Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Jm 3,797 23.327 700 22,827 40.02 75,00 # 8 @ 10.50 in #5 @ 10,00 in »sm 14.50 m He«i 0 psf 13fl-# 12.701 ft-# 12,6Sa ft-# 48.40 psi 75 00 psi Other Acceptable Sizes & Spacings Toe: #4@ 4.80 in, #6@ 7.44 in. #6@ 10.56 in, #7@ 14,40 in, m@ 18.96 in. #9@ 24, Heel; #4@ 6,94 in. #5@ 10.76 in. #8@ 15,28 in, #7@ 20,83 in, #8@ 27,43 in, #9@ 34 Key; *4@ 9,S1 in, m@ i4,60 in. m® 20,62 in, #7@ 28.03 tn, Symmary of Overturning & Resisting Forces & Moments OVERTURNING. Force Distance Moment Force .....RESISTING..... Distance Moment Item Ibs ft Ibs ft ft-# Heel Active Pressure = 3,880.3 4,15 16,113,8 Soil Over Heei = 2,700.0 6.38 17,212,5 Surcharge over Heel = Sfoped Sort Over Hee- = 151.9 6.75 1.026,2 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 -' A)*iai Lfv« Load on Stem = Soil Over Toe = Surcharge Over Tos = 1,150.0 2.00 2.300.0 Total 4,630.3 O.T.M. 21.801,3 Stem Weight(s) = 2,062.5 4.63 9,539.1 Total 4,630.3 O.T.M. 21.801,3 Earth @ Stem Transitfons = Footing Weighl = 1,500.0 3,75 5.625.0 Resisting/Overturning Ratio 2,35 Key Weight = 225 0 4,50 1 012 5 Vert, component of active S.P, used for Overturning Resistance-= 1.940,0 7,50 14,550.2 Vertical component of active pressure NOT used for soii pressure Total = 9,729,4 ibs R,M.= ,51.264,4 * Axial live load NOT induded in tota! displayed, or used for overturning resistance, but is inciuded for soil pressure calculation. overturning Tilt 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 pc; 0.111 io nan {^•\ A-" V, I t O .vf,i«it:e 9 f 1" ¥ i • o to I .C Use menu Item Settings > Printing & Title Block to set these Ave tines of Information for your program. Title LOWER WALL 01 Job # : Dsgnr: Description,,, Page: „ Date: 21 (WAR 2015 This Wall in File; c:\users\anp laptopVJocumentstetainpro 10 project files\la costa villas.tpx RetainPro (c) 1987-2015, Build 11,15.3.16 license: KVy-060S9443 License To: ANP ENGiNEERING INC. Cantilevered Retaining Wall Design :ode; CBC2013,ACI 318-II,AC! 530-H Criteria 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 Water height over heel = 0.0 ft Soli Data | Allow Soii Bearing = 4,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35,0 psf/ft Passive Pressure 315.0 psf/fl Soil Density, Heel = 110,00 pcf Soi! Density, Toe 0.00 pcf FootingjjSoi! Friction = 0.400 Soii height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 100,0 Ibs Axial Live Load = 0,0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load IMpenJse^^^^^irojOOO^ {Multiplier used on soil density) J ' Adjacent Footing Load Lateral Load = 0.0 MM ...Height lo Top = 0,00 ft ... Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem _ 0.0 psf (Strength Level) Uniform Seismic Force = 100,000 Total Seismic Force = 1,133,333 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wail Poisson's Ratio 0,0 Ibs 0,00 ft 0,00 in 0,00 ft Line Load 0,0 ft 0,300 0( > Use menu item Settings > Printing & Title Block to set tiiese five lines of infoimation for your program. Title LOWER WALL D1 Job # : Dsgnr: Description ,, Pace' Date: 21 MAR 2015 This Wall in File: c:\users\anp laptop\documents\retainpro 10 project filesMa costa viilas.rpx RetainPro (c) 1987-2015, Buitd 11.1S.3.16 Ucense: KW-060S9443 License To: ANP ENGINEERING INC. Cantilevered Retaining Wail Design jode: CBC 2013,AC! 318-II,ACf 530-11 Design Soiitmary Watt Stability R»tim Overtuming Sliding Total Bearing Load ...lesuitanlecc. 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 Tlian AHowatjie ACI Factored @ Toe = 3.076 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 32,4 ps: OK Footing Shear @ Hee! « 12,4 psi OK Allowabte = 75 0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,401 7 lbs less 100% Passive Force = - 4,171.11bs less 100% Friction Force = - 2.260,0 Ibs Added Force Req'd = 0.0 lbs OK for1,5 ; 1 Stability = 0 0 Ibs OK Load Factors Building Code Dead Load l,,iw€ I 03(1 Earth, H Wind. W Seismic. E CBC 2013.AC! 1,200 600 600 000 000 :em Construction 1 2nd jlottom Design Height Above Ftg Stem OK Stem OK Design Height Above Ftg ft = 4.00 0.00 Wail Material Above "Ht" = Concrete Concrete Design Method = LRFD LRFD Thidcness 16,00 16,00 Rebar Size = # 6 # 6 Rebar Spacing = 12.00 12.00 Rebar Placed at Edge Edge Design Data - Edge fbiFB + fa/Fa = 0.184 0.650 Total Force @ Section Service Levei lbs = Strength Leve lbs = 1.673.5 4,309.1 Moment,..Actual Service Level ft-#= Strength Leve ft-# = 4,732,4 16,878 8 Moment,, , Aliovrable ft-# = 25,892.5 25,949.5 Shear..,.,Actua! Service Leve! psi = Strength Leve psl = 10,2 26,4 Shear Allowable P8i = 67,1 75,0 Wal! Weight psf= 200 0 200,0 RebarOepth'd' in = 13,63 13.63 Masonry Data fiTi psi = Fs psi = Srstid Gfouflna = Modular Ratio 'n* Short Term Factor Equiv. Solid Thick. Masonry Biock Type = Medium Weight Masonry Design Method ASO Concrete Data pss = PS! = 2.000 0 60.000,0 60,000,0 Footing Dimensions & Strengths | ; Footing Design Results Toe Width = 4,00 ft Heel Width = 2,60 Totai Footing Width = 6.50 Footing ThicKness = 15,00 in KeyWidth = 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 ! Top 2.00 @ Btrri,= 3.00 r. Tog tissi Factored Pressure 3.076 0 psf Mu'; Upward 17.164 0 ft-# Mu' : Downward 1.333 1,171 ft-# Mu: Design 1,171 ft.-# Actual 1-Way Shear 32.42 12,39 psi AMow 1-Way Shear 76,00 76 00 psi Toe Reinforcing = #5@ 13.61 in Heel Reinforcing = None Spec'd Key Reinforcing = #6 @ 14.60 in Other Acceptable Sizes & Spacings Toe; m@ 6.23 in, #6@ 9.66 in, #6@ 13.71 in, #7@ Heel; Not req'd- Mu < phi*5*tambda*sqrt(fc)*Sm Key: #4@ 9,5) in, #5@ 14.60 in, 20.62 in. #7i 18.70 in. #8@ 24.62 in, #9@ 31, S 28,03 in, Use memi item Settings > Printing & Title Block to set these five tines of information for your program. Title LOWER WALL D1 Job # Dsgnr: Description,,,. Page T Date: 21 iWAR2bl5 This Wall in File: c;\users\anp laptop\documentsVetainpro 10 project filesMa costa viilas.rpx RetainPro (c) 1987-2015, Build 11.15.3.16 License: KW-0605S443 License To: ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 2013.AC( 3i8-ii,ACt 530-11 Summary of Overturning & Resisting Forces & IVloments i .....OVERTORNiNG., .....RESfSTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 2,247.8 3.78 8.491.6 Soil Over Heel = 1,283.3 5.92 7.593,1 Surcharge over Heel = 360.6 5.67 2,043,4 Sloped Soil Over Hee: = Surcharge Over Toe = Surcharge Over Heel = 116,7 5.92 690,3 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load « Axial Dead Load on Stem = 100.0 4,67 466,7 Load @ Stem Above Soil = * Axiai Live Load on Stem = Seismic Earth Load = 793,3 6.80 5,394,7 Soil Over Toe = = Surcharge Over Toe = 400.0 2.00 800.0 Total 3.401,7 O.T.M. 15,329,7 Stem WeightCs) = 2.000,0 4.67 9.333,3 Earth @ Stem Transitions = -Footing Weighl = 1,300.0 3,25 4,225,0 Resisting/Overturning Ratio 1.52 Key Weight 450.0 2,50 1.125,0 Vertical Loads used for Soii Pressure 5.650.0 lbs Vert. Component = Totai = 5,650.0 ibs H.fA." 24,233.3 tf seismic is included, the OTM and sliding ratios be 11 per section 1807 2.3 of IBC 2009 or IBC 201 Tilt ' Axial live ioad NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure caiculation. Horizontal Deflection at Top of Wall due to settlement of soi (Deflection due to wall bending not considered) Soi! Spring Reaction Moduli,!? 250 0 pci Horizontal Defl @ Top of Wal! (approximate oniy) 0.110 in '™~ .:..f<f I S.J' ^ a.,C/V) C4B" Tilt: l^tly X / / lo I i. 1 i 1^, Z.rV\ ^•ax 0 0 -1 7C- • ^ .... . , . . ^-Uc-^- 1-4;: 7- %1 I o p-px-,^ "2-2.'2-7 Tip —' • ' pz. ~- u Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title LOWER WALL D2 Job # Dsgnr: Description.,,, Page: 1 ' Date: 23 MAR 2015 This Wall in File: c:\users\anp laptopWocuments^etainpro 10 project files\la costa viilas.rpx RetainPro (c) 1987-2015, Build 11.15.3.18 License: KW-060S9443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design iB: CBC 2013.ACI 318-11 AC! 530-1' Criteria J Soil Data J Retained Height ~ Wall heighl above soil = Slope Behind Wall = 10.00 ft 0.00 ft 2.00: 1 Allow Soil Bearing = 4,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft f Height of Soii over Toe = 0,00 in Passive Pressure = 315.0 psf/ft :J i Water height over heei = O.Oft Soil Density, Heel Soil Density. Toe FootingllSoii Friction Soil height to ignore for passive pressure = 110.00 pcf = 0,00 pcf 0.400 = 12.00 in * ' * ,,,1, Surcharge Loads 1 Lateral Load Applied to Stem | Adjacent Footing Load Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 100.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 100 0 Ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load (Multiplier used on soil density) Lateral Load = 0.0 #/ft ...Heighl to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1,00 by a factor of Wind on Exposed Stem _ 0.0 psf (Slrength Level) Uniform Seismic Force = 100.000 Tota! Seismic Force = 1,133.333 Adjacent Footing Load = Fooling Width = Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soi! at Back of WaH Poisson's Ratio = 7,789,0 Jbs 7.50 ft 0.00 in 6.40 ft Square Footing -1,0 ft 0.300 Use menu itam Settings > Printing & Title Block to set these five lines of information for your program. Title LOWER WALL D2 Job # : Dsgnr: Description,,,, Page; _l_Hr" Oate: 23 MAR 2016 This Wall in File; c:\users\anp 3aptop\docum6nts\retainpro 10 project filesMa costa viilas.rpx RetainPro (c) 1987-201S, BuHd 11.16.3.16 Ucense: KW-06053443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: cec 2013.ACI 318-11 ,ACi 530-11 Design Summary Wall stability Ratios Overturning Sliding Total Bearing Load ...ffesultant ecc. 1.56 OK 1.57 OK 7,496 Ibs 19,48 in Soi! Pressure @ Toe = 2,661 psf OK Soil Pressure ® Hee! = 0 psf OK Allowable = 4,500 psf Soii Pressure Less Ihm Allowable Stem Construction Design Height Above Ftg Wall Material Above "Hf Design Method Thickness Rebar Size Rebar Spacing R^ar Placed at Design Data fblFB -c fa/Fa Total Force @ Section J ACl Factored @ Toe ACt Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 2,505 psf 0 psf 32,3 psi OK 24,0 psi OK 75 0 ps! Sliding Calcs (Vertical Component Used) Lateral Sliding Force = less 100% Passive Force = less 100% Faction Force = Added Force Req'd ,, ,for1,6 ; 1 Stability .5 497,6 ibs 5.656,6 lbs 2,998,2 Ibs 0.0 lbs OK 0 0 Ibs OK Load Factors Building Code Dead Load live Load Earth, H Wind, W Seismic. E ;BC 2013,AC1 1.200 1 600 1.600 1,000 1,000 Toe Width = 5,00 ft Heel Width = 2,00 Total Footing Width = 7,00 Footing Thickness = 16.00 in KeyWidth = 15,00 in Key Depth = 46.00 in Key Distance from foe = 2.00 tt fc = 2.500psi Fy = 60.000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover® Top 2,00 @ 8tm,= 3,00 Irs ft = 2fKr Stem OK 4.00 Concrete LRFD 16.00 # 6 9,00 Edge 0.195 Bottorn StemOK 0.00 Concrete LRFD 16,00 # 6 9.00 Edge 0.749 Service Level lbs = Strength Leve !bs = 2,655.1 6,793,7 Moment..,Actuai Service Level ft-# = Strength Leve ft-# = 6.574,2 25.580,8 Moment , Allowable ft-# = 33.635.5 34,142.4 Shear. ....Actual Service Level psi = Strength Leve pst = 16,2 41.6 Shear Allowable psi = 67.1 75.0 WallWeight psf= 200,0 200,0 RebarOepth 'd' in = 13,63 13,63 Masonry Data fm psi = Fs psi = Solid <3routiog Modular Ratio 'n' Short Term Factor Equiv, Solid Thick, = Masonry Block Type Medium Weight Masonry Design Method = ASD Concre1» Data fc PS! = 2,000,0 2.500.0 Fy 0Si = 60,000.0 60.000.0 Footing Design Results 1 Toe Factored Pressure Mu': Upward Mu': Downward Mu; Design Actuai 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Hee! Reinforcing Key Reinforcing 2,506 22,069 3.667 18,392 32.35 75,00 #6 @ 11.00 in None Spec'd #5@ 12.SS!n 0 psf Oft-# 2,202 ft-# 2,202 ft # 23,96 psi 75 00 psi Other Acceptable Sizes & Spacings Toe: #4@ 5,36 in. #5@ 8.32 in, #6® 11,80 in, #7@ 16.09 in, #8@ 21. Hee!: Not req'd* Mu < phi*5*!ambda*sqrt(fc)*Sm Key; #4@ 7,66 in. #5@ 15,73 in. *6@ 16,56 in. #7@ 22,47 in. ^9 in.#9@26. Use nfenu item Settings > Printing & Title Block to set ttiese five lines of information .for your program. Title LOWER WALL D2 Job # : Dsgnr: Description... Page: Oate: 23 MAR 2015 .13 This Wall in File; c;\users\anp iaptopMocumentsVetainpro 10 project filesMa costa viilas,rpx RetainPro (c) 1987-2015, BuHd 11.15.3.16 Ucense: KW-06qS9-W3 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 2013.ACI 318-Ii,ACt 630-11 Summar^^ve^^ oments J 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 ibs ft 3.402.8 3.89 530.3 6.83 ....RESISTING.. 771,2 793,3 4.17 6.80 Moment ft-# 13.233.0 3.093.4 3.217,7 5.394,7 5,497,6 O.T.M. 24.938,8 Resisting/Overturning Ratio " 1.S6 Vert, component of active S.P, used for Overtuming Resistance. Vertical component of active pressure used for soil pressure If seismic is included, the OTM and sliding ratios be 1 1 per section 1807.2.3 of IBC 2009 Of IBC 201 1,700,3 7.00 Total = 7,495,6 ibs R.M.= Force Distance Moment Ibs ft ft-# Soil Over Heel = 733.3 6.67 4.888,9 Sloped Soi! Over Heei = 12.2 6.78 82,8 Surcharge Over Heel = 66,7 6.67 444 4 Adiacent Footing Load = 264.3 6.67 1,761,7 Axial Dead Load on Stem = 100.0 5,67 566.7 * Axiai Live Load on Stem = Soil Over Toe = Surdtarge Over Toe = 500.0 2,50 1,250,0 Stem Weight(s) = 2,000.0 5.67 11,333,3 Earth @ Stem Transitions ~ Fooling Weight = 1,400,0 3.50 4,900.0 .Key Weight = 718.8 2,63 1,886,7 * Axiai live toad NOT included in total displayed, or used for resistance, but is included for soil pressure calculation. 11.902,0 39,016,6 overturning Titt J Horizontal Deflection at Top of WaH due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wai (approximate oniy) 0.106 in 4 "7 Tp '- f' V ff QjO ^ ^-Q C, l5 I •; r n } fix •i ^ 3 • 1 5" A^^"" X ^ S ,x 3 — ^ ^ *D P 5 ( 6 6 ^ (vJ x^fli —»S I f 7 X" P '4.,- 17 •n A." -. 7 I • 1 ^ • > ,/ 7 'J 7-.VV7 2 7 7o I •^Kl,:^:; • • ( ) .• — v* i I C. V. '! Vv'A \t i.. •'' 7.. W' V V . ^A v./;v lUs ^ 1) 1 :A 1^, :> ... l^~i::A. ,r V \ , / , { ^ -1 - '^7 (10) D , - ,4"' mat- I g= 17/ lb t,,' I IT .7 , *v fe •, » If -^^... V t 7 1 \ I* f! dl r ^ A\ A- ~ ~' ^>,;'i :£ \U 'A ' • 't"". .<A^ - L,S<5 • f * -3- /I .' t. T.3 5 4os 1*% 1> I x/l 7 (AJ._.'; Use menu item Settings > Printing & Title Block to set ttiese five lines of information for your program. Title Job* Description,. La Gosta Villas Dsgnr. Page: Date: 20 FEB 2015 This Wall in File: c:\usens\anp taptop\documents\retatnpro 10 project file»\la costa ii.rpx b3 RetainPro 10 (C) 1987-2014, Build 10.14.12,11 License : KW-060S9443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design Code: IBC 2012.ACI 318-11,AC1530-11 Criteria Retained Height * 6,00 ft Wat! height above soil = 0,67 ft Slope Behind Wall = 2.00; 1 Height of Soil over Toe = 0,00 in Water height over heel = 0.0 ft I ; Soil Data J Allow Soil Bearing = 3,450.0 psf Equivalent Fluid Pressure Method Heei Adive Pressure 50,0 psf/ft Passive Pressure = 360.0 psMl Soil Density, Hee! = 110,00 pcf Soil Density, Toe 0.00 pcf Footingpoii Friction 0.400 Soi! height to ignore for passive pressure = 12,00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100,0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axiai Dead Load = 0,0 ibs Axial Live Load = 0,0 Ibs Axiai Load Eccentricity = 0.0 in \ Earth Pressure Seismic Load ffitipSTteed ' '-,••"^5535™" (Multiplier used on soil density) 1 Lateral Load Applied to Stem | 1 \ Adjacent Footing Load l..at8ral Load = ...Height to Top = ...Heighttoeottom = The above lateral load » has been increased J by a factor of Wind on Exposed Stem = 0,0#/ft 0.00 ft 0.00 ft 1,00 0.0 psf Adjacent Footing Load = 4,405.0 Ibs Footing Width = 7,00 ft Eccentricity = 0,00 in Wal! to Ftg CL Dist = 3.50 ft Footing Type Square Footing Base Above/Below Soil at Back of Wall ~ Poisson's Ratio = 0.300 Uniform Seismic Force = 73.800 Total Seismic Force = 541.200 Use menu item Settings > Printing & Title Block to set tiiese five lines of information for your program. TiUe Job# : Description,,., La Costa Villas Dsgnr Date; Page 20 FEB im 5 This Wall in File; c:\users\anp iaptop\documents\retainpro 10 prefect hlesMa costa ii.rpx RetainPro 10 (c) 1987-2014, Build 10.14.12.11 ha^e f nTCoiNEERlNG INC. Cantilevered Retaining Wall Design Code: iBC2012,ACI 318-1 i.ACi 530-ii Wall Stabill^ Ratios Overturning Sliding Total Bearing Load ,,.resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.84 OK 1,65 OK 2,748 Ibs 17.88 in 2,709 psf OK 0 psf OK 3.450 psf soil Pressure Less Than Allowable 3,321 psf 0 psf 17,4 psi OK 10.3 psi OK 75 0 psi ACI Factored @ Toe ACI Factored @ Hee! = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,040,3 Ibs less 100% Passive Force = - 2,276 0 ibs less 100% Friction Force = - 1,089.4 ibs Added Force Req'd = 0,0 lbs OK fori 5 :1 Stability = 00 lbs OK Load Factors Building Code Dead Load Live Load Earth. H Wind. W Seismic. E 1BC2012.ACI 1.200 1.600 1.600 1.000 1.000 Stem Construction J 2nd StemOK 3,33 Masonry ASD 8.00 # 4 1800 Edge Design Height Above Ft? ft = Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing « Ftebar Placed at = Design Data ft}/FB + fa/Fa = Total Force @ Section Senrice Level tbs = Strength Leve Ibs • Moment ...Actual Service Level ft-# = Strength Leve ft-#' phiMn or Mallowable R-# - ShBar.....Actual ServiM Level Strength Leve Val!owable/(bd) WallWeight RebarOepth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio "n' Short Temi Factor Equiv. Soiid Tlisc*,, Masonry Block Type Masonry Design Method = ASD Concrete Data fc psi = Fy psi = Bottom stem OK 0.00 Concrete LRFD 12.00 # 6 16.00 Edge 0.2SS 264,9 356 9 0.343 2,157.2 4,740.6 1,193,2 13.811.2 psi = 4.2 psi = 18,7 pst = 44.4 82,2 psf= 78.0 150 0 in = 5.25 3,63 PS! = 1,500 psi = 20,000 _ Yes 21.48 1.000 in = 7.80 Medium Weight 3.000.0 80,000.0 Footing Dimetisions & Strengths | Footing Design Results Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Mm As % " Cover @ Top 2,00 @ 2,83 ft 1.S0 4:33 16,00 in 12.00 in 18.00 in 1.83 ft 60,000 psi 150,00 pcf 0,0018 Btm,= 3.00 in Toa Factored Pressure = 3,321 Mu'; Upward = 8,887. Mu*; Downwrard = 1.039 Mu; Design - 7,848 Actua! 1-Way Shear = 17,38 Allow 1-Way Shear = 75 00 Toe Reinforcing » None Spec'd Heel Reinforcing * None Spec'd Key Reinforcing = # 5 @ 18,00 in Other Acceptable Sizes & Spacings Toe: #4® 6.94 in, #5® 10.76 in, Heel: Not req'd. Mu < S * Fr Key: #4@ 9.51 in, #5@ 14.60 in. mi Hgei 0 psf 0 ft-# 706 ft-# 706 ft-* 10 33 pst 75.00 psi : 15 28 in. #7® 20.83 in. #8@ 27,43 in, #9@ 34 i 20.62 in. #7® 28 03 in, Use menu item Settings > Priming & Title Block to set tiiese five lines of information for your program. Tille Job # Description.... La Gosta Villas Dsgnr; Page: Date; 20 FEB 2015 This Wall in File; c;\users^anp laptop\documents\relainpro 10 project fiiesMa costa ii.ipx RetainPro 10 (c) 1987-2014, Suild 10.14.12.11 Wl^iijGINEERlNG INC. Cantilevered Retaining Wall Design Code: IBC 2012.ACI 318-11 .AC! 530-11 Sumrrwr|^^ oments ..OVERTURNING Force Distance Moment Force ...RESISTING... Distance Moment Item Ibs ft ft-# ibs ft ft-# Heel Active Pressure = 1,437,7 2.53 3,634.1 Soil Over Heei 330,0 1,347,5 Surcharge over Heel = Sloped Soii Over Hee; = 6,9 4,17 28,6 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 223,-8 2,67 597,7 Adjacent Fooling Load = 178,6 4,08 729,2 Added Lateral Load = A)d8t Dead Load on Stem = Load @ Stem Above Soil = * Axiai Live Load on Stem = Seismic Earth Load = 378,8 4,40 1.686.9 Soil Over Toe = Surcharge Over Toe 283,3 1,42 401.4 Stem Weighl{s) = Earth @ Stem Transitions= Footing Weight = 760,0 97,9 866.7 3.28 3,67 2,17 2,490,0 359 0 1,877.8 Total 2.040.3 O.T.M. 5,898,7 Stem Weighl{s) = Earth @ Stem Transitions= Footing Weight = 760,0 97,9 866.7 3.28 3,67 2,17 2,490,0 359 0 1,877.8 Resisting^Overturning Ratio = 1.84 Key Weight = 225.0 2,33 524 3 Vert, component of active S.P, used for Overtuming Resistance. 718.4 4.33 3.112.9 Vertical component of active pressure NOT used for soil pressure Total* 3,466.7 ibs R.M." 10.870 7 If seismic is inciuded, the OTO and sliding ratios be 1.1 per section 1807 2 3 of IBC 2009 or IBC 201 ' Axiai live load NOT included in total displayed, or used for overtuming resislancB, but is included for soil pressure calculation. Tilt J Horizontal Deftection at Top of WaH due to settiement of soii (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi® TopofWall(approximateonly) 0,116 in r-ir 1-0' r-«' 'f I 2U* 1-4- '"^^ ^^^^ u r 1 , j ! t Y4O fo ! A '-.,4. / ?•.- Use naenu item Settings > Printing & Title Block to set these Ave lines of information for your program. Titte EAST:PROPERTY Job # : Dsgnr Description,,,. 2600 PSF SEARING PRESSURE Page; 2^fJ_ Oate; 24 MAR 2015 This Wall in File; c:\users\anp laptopWocuments\retainpro 10 project filesMa costa viilas.rpx RetainPro (c) 1987-201S, Buiid 11.15.3.16 License: KW-Oe059443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Desisn ;ode: tBc 20iu ACI ,318-08,ACI 530-08 Criteria J Retained Height = 5.00 ft Wall height above soii = 0.00 ft Siope Behind Wan = 0.00 :1 Height of Soil over Toe = 0,00 In Water height over heei = 0 0 ft Soil Data 1 Allow Soi! Bearing = 2.600.0 psf f^„t„,jt Equivalent Fluid Pressure Method I Heel Ac*ive Pressure 35.0 psf/ft J (...,»—- Pa^ive Pressure = 31S.0 psffft Soil Density, Heel = 110-00 pcf Soil Density, Toe = 0.00 pcf FootingllSoii Fridion 0,380 1 ' Soi! height to ignore = 24.00 in — • for passive pressure = 24.00 in LL. Surcharge Loads Surcharge Over Heel = 50 0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Appiieci to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 100.0 ibs 0.0 Ibs 0.0 in Earth Pressure Seismic Load SSJterljSd'""""=• 8,000 (Multiplier used on soi! density) 1 Adjacent Footing Load Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0,00 ft The above lateral load has b^n increased 1,00 by a fartor of Wind on Exposed Stem - 0.0 psf (Service Level) Unifomi Seismic Force *= 40,000 Total Seismic Force = 250,000 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2,100.0 ibs 2.00 ft 0 00 in 4 50ft Line Load -2.0 ft 0.300 Stew Weight Seismic Load | Fp / % Weight Moitipiier = 0.200 9 Added: seismic base force 700 lbs Uae Rienu item Settings > Printing & Title Block to set these five lines of information for your program. Titte EAST-PROPERTY Job # : Dsgnr: Description,,., 2600 PSF BEARiNG PRESSURE Page Date: 24 MAR 2015 This Wall in File; c:\users\anj3 laptopyoaimentsVetalnpro 10 project filesMa costa viHas.rpx RtUlnPro (c) 1987-2015, Build 11.1S.3.16 Ucense: KW-0805S443 License To: ANP ENGINEERING INC. Cantilevered Retaining Wall Design MB: CBC 2010.AC13i8-08.ACi 530-08 Design Summary J Wall Stataiiity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 2,93 OK 1.51 OK 4.135 ibs 7.1s (ft 1.963 psf OK 104 psf OK 2,600 psf Soil Pressure Less Than Ailowab ACl Factored @ Toe = 2.462 psf ACI Factored @ Heei « 131 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 3,0 psi OK AHowabie = 75,0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,327,5 ibs less 100% Passive Force = - 561.1 Ibs less 100% Friction Force = - 1.447.3 tbs Added Force Req'd = 0.0 lbs OK „,.for 1,5:1 Stability = 0,0 Ibs OK Load Factors Building Code Dead Load Live l„oad Earth, H Wind. W Seismic. E :BC 2OIO,ACI 1,200 1 600 1,600 1,600 1 000 stem Construction Design Height Above ftc ft Wal! Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Oesigrs Data fts/FB + fa/Fa Total Fates ® Section Service Level Strength Leve Moment... Actuai Service Leve! Strength Leve Moment Ailowable Shear Actual Service l^vel Strength Leve Shear..,.,Allowable Wall Weight RebarOepth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Tsmi Factor Equiv, SoM Thick, Masonry Block Type Masonry Design Method Concrete Data fc psi Fv pst Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 1200 Edge lbs = !bs = ft-# = psi psi psf= !n = pSi = psi = 0.2S2 1.336.6 2,368,0 8.121,3 18,0 75.0 1000 6 19 M^ium Weight ASD 2.500 0 60.000,0 Footing Oiroensions & Strengths | ; Footing Design Results | Toe Width = Heel Widih Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc - 2,500 psi Fy - Footing Concrete Density = Mm, As % 0 00 ft 4 00 4 00 15 00 in 12 00 in 18 00 in 2 00 ft Cover @ Top LOO SO,OGO psi 150,00 pcf 0,0018 @ Btm.= 3,00 in Factored Pressure Mu'; Upward Mu'; Downward Uu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heei Reinforcing Key Reinforcing Tog 2.462 0 0 0 0.00 0,00 None Spec'd None Spec'd #S@ 18.00 in ill psf 4.325 ft-# 5.361 ft-# 1,036 ft-# 3,05 psi 75 00 pst Other Acceptable Sizes & Spacings Toe; Not req'd: Mu < phi*5*iambda*sqrt(f c)*Sm Heel; Not req'd: Mu < phi*5»lambda*sqrt{fc)*Sm Key; #4@ S.St in, #6@ 14.60 in, #6@ 20.62 in, #/< i 28.03 in, Use menu Item Settings > Printing & Title Block to set these five lines of Infoimation for your program. Title EAST PROPERTY Job # : Dsgnr: Description 2600 PSF BEARiNG PRESSURE This Wall in File: c:\users\anp laptopWocumentsVetainpro 10 project filesMa costa villas.^x Page; Date; 24 MAR "7 ta 201 J RetainPro (cj 1987-2015, Buitd 11,15.3.16 License: KW.060S9443 License To : ANP ENGINEERING INC. Cantilevered Retaining Wall Design jode; CBC 2010.ACI 318-08,ACI 530-08 Summa^^ loments OVERTURNING.. Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 683,6 2,08 1,424.2 Soii Over Hee! = Surcharge over Heel 994 3,13 310.7 Sloped Soil Ovm Hee; = Surcharge Over Toe Surcharge Ovar Heel = Adjacent Footing Load 298.5 1,17 360,4 Adjacent Footing Load = Added Lateral Load Axial Dead Load on Stem = Load @ Stem Above Soil = " Axial Live Load on Stem = Seismic Earth Load 176.0 3.75 656 3 Soi! Over Toe = Seismic Stem Seif Wt 70,0 3.75 262.5 Surcharge Over Toe = Stem Weight(s) « Total 1 327,5 O.T.M. 3.004,1 Surcharge Over Toe = Stem Weight(s) « Total O.T.M. Earth % Stem Transitions = Footing Weight = ResistingiOverturning Ratio 2.93 Key Weight Vertical Loads used for Soil Pressure 4,135,0 lbs Vert. Component = .....RESISTING..... Force lbs Distance ft Moment ft-# 1.833,3 2.33 4.277.8 166,7 2,33 388,9 560 0 3.33 1.866.7 100 0 0 33 33,3 500.0 0.33 166 7 750.0 2.00 1.500,0 225.0 2.60 562.5 4.136.0 lbs R.M.-8,795,8 If seismic is included, the OTM and sliding ratios be 1 1 per section 1807 2 3 of IBC 2009 or iBC 201 Total' * Axial live ioad NOT included in total displayed or used for overtuming resistance, but is irsduded for soil pressure calculation. Tilt J 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 Defi @ Top of Wall {approximate only) 0.088 in 30 Sit k3- 1 \ re Use rAmu item Settings > Printing & Title Block to set these five lines of Information •for your program. Page; __ Date: 24 MAR 2015 Title RET. WALL FOR THE SIOPECORNEB Job# . : Dsgnr; Description.,., 2000X1.4= 280&K1.33 PSFBEARING PRESSUi^E WITH + SEISMIC LOADS This Wall in File: o:\users\anp l8ptop\documentsVetainpro 10 project filesMa tasta villas.tpx Cantilevered Reteining Wail Design ;ode; CBC 20i3,ACi 3i8-ii,ACt 530-11 RetainPro (c) 1987-2015, Build 11.1S.3.t6 ucense : KW-06059443 .^.^ License To : ANP ENGINEERING INC. Criteria Retained Height = 10,00 ft Wall height above soil » 0,00 ft Slope Behind Wall = 2 00; 1 HeigM of Soil over Toe = 0.00 in Water height over heel = 0.0 ft I Soil Data J Allow Soi! Bearing = 3,8(»,0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Passive Pressure Soii Density, Heei Soil Density, Toe Footingpoii Friction Soil height to ignore for passive pressure 315.0 psf/ft 110.00 pd 0,00 pcf 0350 12.00 in Surcharge Loads Surchai^e Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 275.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axia! Live Load Axial Load Eccentricity 0,0 Ibs 0,0 Ibs 0,0 in Design Summary Wall stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Hee Allowable Lateral Load = .Height to Top ...Height to Botiom = The above lateral ioad has been increased by 3 factor of Wind on Exposed Stem _ (Service Level) Soii Pressure Less Tlian Allowa&N 1 77 OK 2,31 OK 8,909 Ibs 14,S2 in 3.157 psf OK 0 psf OK 3.800 psf ACI Factored @ Toe AC! Factored @, Heel Footing Shear @ Toe Fooling Shear @ Heei Allowable 3,458 psf 0 psf 24,9 pS! OK 41.7 psi OK 75,0 E>3! Sliding Calcs (Vertical Component Used) Lateral Slidina Force less 100% Passive Force = teas 100% Friction Force = Added Force Req'd ,. ,for1 6 : 1 Stability = Load Factors Buiidtng Code Dead Load Uve Load Earth. H Wma. w Seismic, E CBC2013.ACi 1.400 1,700 1 700 1 SOO 1 000 750,0 m 8,67 ft 5,67 ft 1,(» 0,0 psf 4,630 3 Ite 7.560,0 lbs 3.118,3 lbs 0 0 lbs OK 0,0 lbs OK Adjacent Footing Load Footing Width Eccentricity Wall tq Ftg CL Dist Footing Type Base Abovs/lelow Soi! at Back of Wall Poisson's Ratio 0,0 lbs 0.00 ft 0 00 in 0.00 ft Square Footing O.Oft 0 300 Stem Construction Design Height Above Ftg Wall Material Above "Hf Design Method ThtcArtess Rebar Size Rebar Spacing Rebar Placed at Design Data miFB + fa/Fa Total Force @ Section ft = 2nd StBwOK 400 Concrete LRFD 15.00 # 6 12.00 Edge Bottom Stem OK 0,00 Concrete LRFD 1500 # 6 11,50 Edge S.ISS 0.7S3 Service Level !bs = Strength Leve lbs = 2.280.0 5.000,0 Moment....Actual Service Level ft-# = Strength Leve ft-# = 4,687,5 18,794,2 Moment, Aliowable ft-#= 23,9695 24.965 0 Shear Actua! Senrice Levei psi = Strength Leve 081 = 15,0 33.0 Shear Allowable psi = 75.0 75.0 Wall WeigM psf = 187,5 187,6 Rebar t>epth 'd' irs = 12.63 12.63 Masonry Data fm psi = Fs psi = Solid Gfoutinf Modular Ratio 'n' Short Term Factor Equiv. Soiid Thir*. Masonry Blo<* Masonry Ctes^n Method Concrete Data f c Fy psi" Medium Weight ASD a.-SOO 0 2 ,500.0 60.000.0 60,000,0 Use *enu item Settings > Printing & Title Block to set these five lines of infomiation • for your program. Paae: Date; 24 MAR 2015 Titia RET. -WALL FOR THE SIOPECORMER Job# . : Dsgnr: Description..,, 2000x1,4s 2800X1.33 PSFBEARIMG PRESSURE WITH * SElSMiC LOADS This Wall in Fiie: c:\users\ahp laptop^ooimentsVetainpro 10 project filesMa costa viilas.rpx f?etainPro (c) 1987-2015. BuHd 11.15.3.1S License - KW-0S05S443 Ucenle To : ANPENGINEERING INC. Cantilevered Retaining Wall Design :ode: CBC 20i3,ACi 318-11.ACI 630-11 Footing Dimensions I Strengths | Footing Design Results | Toe Width = Heel Width » Total Footing Width - Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 @ 6 16 12 3S 75 ft 50 25 00 in 00 in 00 in 3.00 ft 60.000 osi 150.00 pcf 0.0018 Mmf^ 3.00 m Factored Pressure Mu'; Upward Mu': Downward Mu; Design Actual 1-Way Shear AHow 1-Way Shear Toe Reinfordng Hee! Reinforcing Key Reinforcing Toe 3,458 10.951 1.799 S,1S2 24.91 75.00 #6 #13.75 in #5© 10,76 m # 5 « 14-50 m 0 psf 454 ft-# 12,315 ft-# 11.SSI 41,71 psi 75,00 psi Other Acceptable Sizes & Spacings Toe: #4@ 6.94 in. #5® 10,76 in. #6@ 15.28 in. #7@ 20.83 in, #8| Heel- #4@ 6,94 in. #5@ 10.76 in, 15.28 in. #7@ 20.83 in, #8(| Key: #4^ S.51 in, 14,60 tn. #6@ 20.62 in, #7@ 28.03 in. ! 27.43 in, #9@ 34 ! 27,43 irt, #9® 34 Sunimary of Overturning & Resisting Forces & Moments,, OVERTURNING. RESISTING... Item Heei Active Pressure = Surcnarge over rieei = Surcharge Over Toe = Adjacent Foutmg Load = Added Lateral Load = Load & StcT, Above Soil = Total Force Ibs 3,880.3 750.0 Distance ft 4.15 7.60 4,630,3 O.T.M. Moment 16,113,8 5.627.5 21,741,3 1.77 Resisting/Overtumiing Ratio = Vert, component of active S.P, used for Overturning Resistance. Vertical component of active pressure used for soil pressure Soil Over Heel = Sloped Soii Over Hee; = Surcharge Over Hee! = Adjacent Footing Loaci = Axial Dead Load on Stem = ' Axial Live Load on Stem - Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Tfar!S(t!0!is = Footing Weigh! = Key Weight = Total = Force tbs 2.476.0 139.2 Distance ft 5! 13"" 5.50 Moment ft-# 12.684.4 765.7 756.3 1,875,0 1.250 0 478,0 1.938 9 t.38 3.38 3.13 8.25 a,909,3 Ibs R.».= Tilt J * Axial (ive load NOT included in lotal displayed, or used for resistance, but is induded for soil pressure caicuiatton. 1,039,8 6.328.1 3,906.3 1,662 6 12,117,9 38^504 7 overturning Horizontal Deflection at Top of Wall dye to settlement of soil (Deflection due to wal! bending not considered) Soil Spring Reacticn Jltodu'us; Hoi«ontai Defi @ Top of Wall tapproximate only/ 250.0 pC' 0,140 in 7 i I T IS^^H<' 2-' O t,. f I ! - . i_ ... r r ^4^•>< . r..t:^Z^ IMi|vJG-^^I o - O .yMV nFOTFCHNICAT SOT JITIONS. INC. Consulting Geotechnical Engineers & Geologists 1645 S. Rancho Santa Fe Rd., Suite 208, San Marcos, Califomia 92078 760-761-0799, smsgeosol.inc(§gmail.com Project No. FC-12-14-33 March 23,2015 Rancho Farms Construction Mr. Majid Mortazavi 1608 Lake Drive Cardiff, Califomia 92007 Eastern (Rear) Margin Retaining Wall Backflll, Proposed La Costa Villas Project, 7570 Gibraltar Street, Carlsbad (Drawing No. 483-2A) —__ The upper cast-in-place (CIP) embankment toe retaining wall construction along the eastem (rear) margins is now completed and ready for receiving water proofing/ back drainage installations and backfilling Water proofing/ back drainage installations should be completed per approved plans, inspected and approved, as required. Wall backfill operations can then proceed as planned. The retaining wall is 10 feet in maximum vertical height and there is, on average, nearly 30 mches clear distance between the face of temporar>' backcut and back ofthe CIP wall. In order to expedite backfilling and minimize manual work behind the wall, the following are recommended: 1 The lower 5 feet ofthe project retaining wall should be backfilled with y4-inch crushed rocks wrapped in Mirafi UON filter fabric. The fabric should be overlapped (18-inches) completely covering top ofthe cmshed rocks. The y4-inch cmshed rocks should be placed on the backside ofthe wall and well-consolidated with proper constraction equipments and methods for an expedited operation. 2. Good quality sandy import soils should then be used within the upper portions above the cmshed rock zone over the Mirafi HON filter fabric to achieve final design top of wall embankment toe levels. The sandy import backfill soils should be moisture conditioned to near optimum levels, placed in thin (8 inches maximum) horizontal lifts and mechanically compacted to minimum 90% compaction levels. 3. Wall imported backfill materials should be good quality sandy granular non-corrosive deposits (SM) soils with very low to low expansion potential (expansion index less than 50). Page 1 of 2 Import soils should be inspected, tested as necessary, and approved by the project geotechnical engineer prior to delivery to the site. Import soils shall also meet or exceed engineering properties and soil design parameters specified in the project soil(s) report. 4. Engineering observations and testing of the backfill soils will be required by the project geotechnical consultant to confirm adequate compaction levels, as the backfilling progresses. A minimum of one test shall be required for each 30 lineal feet maximum in ever>' 2 feet vertical gain, unless othervsise noted or approved. 5. Wall backfill engineering observations and compaction test results should be presented in written daily Field Reports and summarized in a final Wall Backfill Compaction Report. A map showing the approximate locations and elevations (or height of backfill) ofthe field compaction tests should also be prepared and included in the final Wall Backfill Compaction Report. Ifyou have any questions or need clarifications, please do not hesitate to contact the undersigned. SMS Geotechnical Solutions, Inc. Distribution: Addressee (2, e-mail) City of Cai'lsbad, Ms. Tecla Levy (e-mail) Page 2 of 2 J4 SMS GEOTECHNICAL SOLyTJONS, INC. Consulting Geotechnicai Engmeers & Geologic Value Engineering 1645 S. Rancho Santa FeJtoad, Suite 208. San Mtarcos, Caltfornia 92078 Office: 760-761-0799 Ceil: 760-331-8738 smsge(aoL'mc@gnaU.com Project No. GI-9-14>18 September 9,2014 ACE ^igmeoii^ Mr. Mike Massodma I64S South Rancho Santa Fe Road, Suite 208 San Marcos, Califomia 92078 Addmdvm Geotechnfeal Plan Revkw Update, Ihroposed La Costa Villas Devdtopment, Gibraltar Street At Jerez Court, Carisbad, Califomia Pursuant to your request, •SM^Geotechnical Soltitions, Inc. faas completedlfae following Addendum Geotechnical PlanReviewUpdaterqmit for&e proposed LaCosta Villas development atthe above- TtieseaixA propoty. This letter also s^es as our v^ificattcm that SMSGeotechnical Solutions, Inc, is now retained as tiie Geotechnical EnguaearofRe(x>rd(GER) fin'the above-referenced project The undersigned has jsior work history on the project Miiile employed at Vinje & Middleton Engjneerii^ Inc. in 2004, as noted in the referesices below. The project proper^ isalso designated as Lots 399,400 and 401 ofLa Costa South Unit No. S. The ^jproximate site coMtiinates are 33.086°N latitude and -117.2475°W longitude. Project development Plans are available and were reviewed as a pott of this effort Sur&ce and subsurface geotechnical coi^idons at the project prqp«ty were previously sti^ied by prior consultants who i^iiedthe foUowix^tedbnicalrepcnlsoutUniDgtiMlrfindingsandrecomn^ 1. "Second Update of Preliminary geotedmical Investigation Update Report, Proposed Multi- Unit Attached Dwellings, Gibraltar Street at Jwez Court, La Costa, Califorma," jMcpared by Allied Earth Technology, Project No. 13-1147H1, dated Jime 5,2014. 2. "Update of Preliminaiy Geotechnical Investigation Update Report, Propel Multi-Unit AttachedI>irellings,Gibraltffl^Streetat Jerez Court, La Costa, California,"iM«^ by Allied Earth Technology, Project No. 13-1147H1, dated Octoba: 10,2013. 3. "Preliminary Geotechnical Investigation Update Report, Proposed Multi-Unit Attached Dwellings, Gilwaltar Street at Jerez Court, La Costa, Carlsbad," prepared by Vinje & Middleton Engineering, Inc., Job #04-287-P, dated July 7,2004. This report was completed under tihe engiiKerii% supravision of the undrasi^ned while enq>lo3«d at tl» Vinje & Middleton Bigineoing, Mc. 15 ACE Engineerliig Mr. Mike Massodnia SeptMnber9,2014 Page 2 4. "Preliminaiy Soil and Geotechnical Investigation, Gra^ Hillside Ifropeity, Gilnaltar Street Near Jerez Court, La Costa Area of Carlsbad, San Diego Count/, CaUfomia," Prepared by MV Engineering, Inc., Job #1017-91, dated February 20,1991. The referenced rqx)rts wi«e reviewed in connection witii this effort and copies can be provided upon request. Based on the project available plans and reports. Lot 399 is a cut lot underlain mostiy by Terrace Deposits, \^le Lots400 and 401 are traniation lots witii filled ground in tlte mntiiem firontt^e areas and formational bedrock cut sur&ces in the soutiiem rear areas. The puipose oftiiistrananittal was to review tiie referenced reports and confinn compatibility of1h,e project most cuir^ Grading Plans with tbe site indicated geotechnical conditions. Revised and/<»- amended recommendations consistNit with the attached plans, current applicable codes and et^ineering standards are also provided in the following sections, and will siqiplement or superseded those given in tiie referenced reports. Based on our review of tiie referenced reports and project grading {dans, development of tiie project properties for multi-unit attachedreadential dwellingpurposes, svdjstantially as proposed, is feasible finm a geotechnical viewpoint Geotechnical conditions reported in the re&rmced reports remain unchanged. All conclusions and recommendations fsovicted in the refoenced reports also remain valid and should be incorporated into the final desigi^ and inq>lemented during the construction phase except whwe s^>ecifically siqierseded or am^ided below. 1. Based on our review ofthe project plans, tiie soutiiem perimeter site retaining walls are on tiie order of 6 feet hi^ nMnrimiim, while irorth-soutii running ate retainii^ walls separating individual pads along the east and west sides are lomsx features less than 3 feet high maximum. Building basement^^pe retaining walls, paraUel and adjacrat to tiw site perimeter retaining walls, are on tiie order of 10 feet higji maximum, will replace slope conditions and enlarge terraced pads upon construction, whoe they occur. 2. Adequate setback or deepened foundations shaU be required for all foundations constructed on or near tiie top of des<»ndii^ slopes to maintain nunimum honzfxoM distances to daylight or adjacent slope fece, as ^ified. There should be a minimum of 7 feet or one-tiiird ofthe slope hei^ whichever is more, horizontal seti>ack &om the bottom outside edge of tiie footing to daylight The temporaiy transition slopes will be removed and rqilaced vwtii building basranent type retaining walls during tibe course of i»oject <tevelopment The recommended foundation setiiack requironent will also provide for a safe fiiture temporaiy wall backcut excavation, necessaiy for the adjacoit lower Iniilding wall construction. ACE Eiqgliieering Mr. Mike Massodnia September 9,2014 Page 3 3 Based on our review of the jxoject plans, the \xpp& site retainii^ walls (3 feet high maximum) aj^pear to maintain adequate set badcs witii sufScient embedment deptiisavoidtng surcharging of Ute lowrar building basonent type retaining walls. In general, a downward projected 1:1 line fiom edge of tiie upper wall foundaticHis ^uld not intercept the lower building basement type wall. 4. The following soil design parameters are based on the available strength tests completed by others on representative samples of onsite earth deposits and our review ofrefereaiced reports: * Design active soil pressure for retainu^ structures = 35 pcf (EFP), level backfill, cantilevor, unrestrained walls. * Design active soil pressure for retaining stnictures = 50 pcf (EFP), 2:1 sloping backfill, cantilever, unrestrained walls. * Design at-rest soil pressiare for r^ainii^ structures = 53 pcf (EFP), non-yielding, restrained walls. * Design passive soil resistance for retaining structures=350 pcf (EFP), level siurfece at the toe, compacted fills, soil mass extends 10 feet or 3 tinws ibe height of the surfece genoratiog passive resistance. * Design passive soil pressure for retaining structures = 420 pcf (EFP), level surfece at the toe, conyietent undisturbed bedrock, soil mass extraids 10 feet or 3 times the height of tlw surfece generating passive resistance. * Design coefficient of fiiction fOT concrete on compacted fills = 0.35. * Design coefficient offiiction for concrete on conqietratt undisturbed bedrodc=MJj^ * Net allowable foundation laessure (minimum 12uicheswideembeddedatleast 12 inches into compacted fills) = 1500 psf * Net allowable foundation pressure (minimum 12 inches en^edded at least 12 indies into underlying competent undismrbed bedrodc) = 2000 psf. ^ Notes: - An additional seasmic force due to seismic increment of eartii pressure should also be consideiBd in tiie project wall designs for building waUs witii greater tiian 6-feet soil differential on each side or retamingwaUs 12 feet or taller, as 8?)propriate. A seismic lateral inverted triangular earth pressure of 24 pcf (EFP) acting at 0.6H (H is tiie retained height) above tiie base of tiie wall diould be considered, where qiplicable. The seisimc lateral eartii pressure should be considered in addition to tiie ^ified static eartii and suocha]^ (due to nearby foundation) pressures. - Whencombiningpassivepressureandfiictionalresistance,tiiepassivecomponentshould jie reduced by one-third. ACE En^eeiing Mr. Mike Massodnia September 9,2014 Page 4 - The net allowable foundation pressure provided herein, was determined for footings havinganiinimum widtii of 12 inches onbedded at least 12 indies into tiie underlying compacted fiUsor conqietentundisturiTedbedrock, asapinxivedintiiefield. The indicated value m^ be increased by 20% for each additional foot of dqpth and 10% for each additional foot of width to a maximum of3500 psf for con^iacted fiUs and 4500 psf for undishnted competent bedrock, if needed. The allowable foundati<mpressuresiwovided herdn also agply to dead plus live loads and may be increased by OBe-43wcS for wind and seismic loaiMng. LIMITATIONS The conclusions and recommendations provided herein have been based on all available data obtained fiom tiie review of pertinent geotechnical documents as well as our expoience witii the soils and bedrock materials located in tiie general site areas. Of necessity we must assume a certain degree of continuity between available exploiatory excavations and/or natural exposures reported bu jxevious consultants. It is necessaiy, tiierefore, that all obsCTvations, conclusions, and recommoidations are verified during the grading operation. In tiie event discrepaiMnes are noted, we should be contacted immediately so that an inspection can be made and additional recomnaendations issued if required. The recOTunaidations made in tiiis rqiort are applicable to tl» site at tiie time tius report was prepared It tiw responsibility of the owner/developer to ensure that tiiese recommoidations are carried out in tiw field. It is ahnost impossible to predict witii certainty tiw fiiture perfonnance of a property. The fiiture behavior of tiw site is also dependent on numwous unpredictable variables, such as eartiiquakes, rainfell, and on-site drainage patterns. The finn of SMS Geotechnical Solutions, Inc., shaU not be held responsible for changes to tiw physical conditions of tiie property such as addition of fill soUs, added cut slopes, or changing draim^e patterns v^ch occur witiiout om: inspection or cMitrol. The property owner(s) should be aware tiiat tiw development of cracks in all concrete surfeces such as floor slabs and exterior stucco is associated witii nonnal concrete shrinkage during tiw cunng process. These features depend chiefly upon tiw conditionof concrete and weatiier conditions at the time of constraction and do not reflect detrimental ground movement Hairiine stucco cracks will often develop at window/door comers, and floor surfece cracks up to Vfe-inch wide in 20 feet may develop as a result of nonnal concrete shrinkage (according to tiw American Concrete Institute). SMS GEOTECHNICAL SOLUTIONS. INC. Consulting Geotechnical Engineers & Geologists 1645 South Rancho Santa Fe Road, Suite 208, San Marcos, Califomia 92078 Office: 760-761-0799, Cell: 760-331-8738 smsgeosol.inc@gmail.com Project No.: FC-12-14-33 March 27,2015 Rancho Farms Constmction Mr, Majid Mortazavi 1608 Lake Drive Cardiff, Califomia 92007 Temporary Vertical Wall Backcut Excavation, New Proposed Retahiing Wall Adjacent to The Recently Completed Rear (Upper) Retaining Wall, La Costa Villas Project, Lot 401, 7570 Gibraltar Street, Carlsbad, California (Drawing No. 483-2A) Revised plans are now available and depict a new retaining wall between the eastem building wall and upper eastem (rear) regaining wall currently completed. The new wall will run approximately 8 feet perpendicular to the lower building and upper (rear) margins retraining walls and then run parallel to the upper wall for nearly 20 feet, A copy of the portion of the project revised plans shovsdng the new wall location is attached with this proposal. The new wall will require temporary wall backcut excavation approaching 10 feet in vertical height and is expected to exposes very stiff and moderately to well compact compacted fills placed during the original site development atop formation materials. Adverse geologic stmcture or immanent instability was not evidenced in the prior site excavations nor expected in the planned new temporary wall backcut exposures. Furthermore, the new backcut excavation will be partially perpendicular to the other two walls and contmue for a limited short run parallel to the upper retaining wall. Temporary vertical backcut excavation for the new wall can be carried out to a maximum of 10 feet, unless otherwise directed in the field.. Geologic and/or engineering inspection ofthe new temporary wall backcut will be required as the excavation progresses, to confirm stability and evaluate developed exposures. Revised and/or additional recommendations will be provided at Page 1 of 2 that time, if it becomes necessary. New wall constmctions and subsequent backfilling should be carried out in a timely manner avoiding prolonged exposures. Hard hats shall be wom when working behind the wall during waterproofing and backdrain installations. As an extra safety precautionary measure, a designated worker with a "blow-horn" should be situated at the top of excavations and observing the backcut conditions when workmen are present We appreciate this opportunity to be of service to you. If you have any questions or need clarification, please contact this office at your convenience. Reference to our Project No. FC- 12-14 -33 will help to expedite our response to your inquiries. SMS Geotechnical Solutions, Inc. ehdi S. Shariat 2885 Distribution: Addressee (2, e-mail) City of Carlsbad, Ms. Tecla Levy (e-mail) Attachment: Partial Copy of the Revised Grading Plan Page 2 of 2 A - SUBJECT NEW WALL AREAS? (Ml (IW40SC ITF m. '^l 07.05 TG J ^~4;^Mi£^L,w:g.S9',-'-,,,:.:.r.,::j:::^. "^^^•^^^^^.'^^'.^'^ ^^.-v^^^-^., '7r:\!:, r it 10FTHT. REFERTO SHEET 5 FOR STORM DRAIN PLAN C-2. REVISE BLD'C WALL TO MA- RET. WALL 01 BtilLDfNGPU 108.00 TW REFERTO SHEET5 FOR STORM DRAIN Pl AM