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HomeMy WebLinkAboutCT 13-01; Buena Vista 11; Retaining Walls Structural Calculations CT 13-01; 2014-01-21STRUCTURAL CALCUUTIONS PROJECT: jb]^J^iJt\t^rh DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: MASONRY: GRADE "N" CONCRETE BLOCK F'M: MORTAR: TYPES 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 ISO a .PSI PSI STRUCTURAL STEEL: A-36 LUMBER: DOUGLAS FIR-LARCH JOISTS BEAMS AND POSTS STUDS GRADE 40: GRADE 60: #4 AND LESS (U.O.N.) #5 AND LARGER SEISMIC FORCE : #2 #2 STUD OR BEHER REPORT BY: ^y^c?5c>)L !> jTyU^. HTK S r R U C T U H A L E N G IN E E R S, LLP REPORT NO.: kl.P. ^A-SC SOIL PRESSURE: These calculations are iimited only to the items induded herein, selected by the client and do not imply approval of anv other portion of the structure by this office. These calculations are not valid if altered in any way, o Zl^ZilbZ wet stamp and signature of the Engineer of Record. accompaniea by a S.n Oi,,o - 142.8 Danl.Uon S.r.e., SuI.e « 200. P„w,». CA 92064, ,85», r„ „5», «7,..„, t.s V.„s ,702, S0S.8225 . B a y A,. , , 5 1 0, 7 S 9-9 3 . 10 . A . U . , 4 2 4 , 7 03-9 4 85 -1, ^^^^^^ ^^^^^^^ ^aa^s. ^'•1?" l^r, /^//t^i- - i^o (^ ^ " ^A)?. I%t, 1J ^ f O HTK STRUCTURAL ENGINEERS HTK Structural Engineers 14288 Danlelson St. Suite #200 Poway, CA 92064 www.HTKSE.com Title : Buena vista 11 Job # : Dsgnr: Description.... B'-O" retaining wall with seismic Page: Date: DEC 10.2013 This Wall In File: \\server01\d\englneering_flles\rt2\projects Retain Pro 9® 1989 - 2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 8.00 ft Wall height above soii = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 65.0 psf/ft Toe Active Pressure 65.0 psf/ft Passive Pressure 350.0 psf/ft Soil Density, Heel = 150.00 pcf Soil Density, Toe = 150.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in Thumbnail Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 10.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.05 OK 1.54 OK 4,726 lbs 13.10 in CBC 2010 1.200 1.600 1.600 1.600 1.000 J ' '^^j^'^®"^ Footing Load Soil Pressure @ Toe = 1,091 psf OK Soil Pressure @ Heel = 103 psf OK Ailowable = 1.995 psf Soil Pressure Less Than Allowable 1,527 psf 144 psf 26.9 psi OK 11.8 psi OK 75.0 psi Lateral Load = 480.0 #/ft ...Height to Top = 5.33 ft ...Height to Bottom = 4.33 ft The above lateral ioad has been inaeased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf ACI Factored @ Toe ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 3,470.0 Ibs less 100% Passive Force = - 3.913.2 Ibs less 100% Friction Force = - 1,417.8 Ibs Added Force Req'd = 0.0 lbs OK .. .for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Stem Construction I l9P.Stem •••••iM^iiiiiiiBii^^ Stem OK Design Height Above Ft£ ft = 3.33 Wail Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.764 Total Force @ Section Ibs = 1,188.8 Moment....Actual ft-#= 1,823.3 Moment Allowable ft-#= 2,416.5 Shear.....Actual psi= 18.9 Shear Allowable psi= 51.6 Wall Weight pst= 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 30.00 LAP SPLICE IF BELOW in= 30.00 HOOK EMBED INTO FTG in = Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soli at Back of Wall Poisson's Ratio 2nd 0.0 Ibs 0,00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 stem OK 0.00 Masonry 12.00 # 5 8.00 Edge 0.974 2,551.9 7,863.7 8,209.3 23.6 51.6 124.0 9.00 45.00 7.00 Lap splice above base reduced by stress ratio Masonry Data fm psi = 1,500 1,500 Fs psi = 20.000 20,000 Solid Grouting = Ves Yes Modular Ratio 'n' 21.48 21.48 Short Term Factor = 1,333 1.333 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi = psi = : CS:. 3~1S, LicGnsc. io: . ."i \ S. i.'C'.i.: ^ t:.nc, ,'ouc!/. C \ K2Q84 • ^THTK STRUCTURAL ENGINEERS HTK Structural Enjjlneers 14288 Danlelson S t. Suite #200 Poway. CA 92064 virww.HTKSE.com Title : Buena Vista 11 Job # : Dsgnr; Description.... 8'-0" retaining wall with seismic Page:. Date: DEC 10,2013 Retain Pro 9 © 1989 - 2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers This Wall In File: \\server01\d\engineerlng_files\rt2\project8 Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths 1 Toe Width 5.92 ft Heel Width 2.00 Total Footing Width = 7.92 Footing Thickness = 15.00 in Key Width 14.00 in Key Depth 37.00 in Key Distance from Toe = 5.92 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 Footing Design Results Toe 1,527 22,214 6,988 15,226 26.92 75.00 #5 @ 10.00 in #5 @ 18.00 in #4 @ 12.50 in Heel 144 psf 169 ft-# 1,553 ft-# I, 383 ft-# II. 76 psi 75.00 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: #4@ 6.00 in, #5@ 9.25 in, #6@ 13.25 in, #7@ 18.00 in, #8(? Heel: Not req'd. Mu < S * Fr Key: #4@ 10.25 in, #5@ 15.75 in, #6@ 22.25 in, #7@ 30.50 in. ! 23.50 in, #9@ 29. Summary of Overturning & Resisting Forces & Moments ••lii Item OVERTURNING Force Distance Moment Ibs ft ft-# Force lbs ..RESISTING Distance ft Moment ft-# Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • 3,089.5 -99.5 480.0 3.25 0.58 6.08 10,041.0 -58.1 2,918.4 Total = 3,470.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. = 12,901.3 = 2.05 4,726.0 Ibs Vertical component of active pressure NOT used for soil pressure 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 Weighl = Key Weight Vert. Component = Total = 1.200.0 37.5 10.0 443.8 777.2 233.5 1,484.4 539.6 7.42 7.58 6.42 2.96 6.34 6.75 3.96 6.50 4,726.0 Ibs R.M.= 8,900.4 284.4 64.2 1,312.9 4,926.5 1,576.2 5,876.1 3,507.5 26,448.T * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Co: -i ?!o Gt .vrt J © 2009 : .-igh s !?esefved nssd .s: .Ti< S;fuc.u.£'. Poway. CA 92C54 • JV.Haiti •ii'.'o.cc: 480.psl Pp=3913.2# 3470.# 102.9psf 1091.psf n IO Y1^ HTK structural Engineers /N_J n I IV 14288 Danlelson St. Suite #200 STRUCTURAL ENGINEERS Poway. CA 92064 www.HTKSE.com Titie : Buena Vista 11 Job # : Dsgnr Description.... 8'-0" retaining wall (no seismic) Page: Date; DEC 10,2013 This Wall In File: \\serverOI\d\en9ineerlng_files\rt2\projects Retain Pro 9 © 1989 - 2011 Ver: 9.24 8167 Registration*: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 8.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 ; 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 65.0 psf/ft 65.0 psf/ft 350.0 psf/ft = 150.00 pcf = 150.00 pcf = 0.300 = 12.00 in -4 Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial 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. lj ' Lateral Load Applied to Stem | di -TmmmmmmmmmmmmmammmmmmmmmmmmmmJk Soil Pressure ( Soil Pressure ( Allowable !Toe iHeel Soil Pressure Less Than Allowable Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Thumbnail Adjacent Footing Load 2.64 OK 1.78 OK 4,717 Ibs 5.76 in 812 psf OK 379 psf OK 1.500 psf 1,137 psf 531 psf 22.6 psi OK 9.5 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,990.0 Ibs less 100% Passive Force = - 3,913.2 Ibs less 100% Friction Force = - 1,415.0 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 Ibs OK Load Factors Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above iaterai load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ft£ Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW lbs = ft-# = ft-# = psi = psi = psf = in = in = in = Top Stem Stem OK = 3.33 = Masonry 8.00 # 5 16.00 = Edge = 0.609 708.8 1,103.3 1,812.8 11.3 38.7 78.0 5.25 30.00 30.00 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 0.00 Masonry 12.00 # 5 8.00 Edge HOOK EMBED INTO FTG in = 0.900 2.071.9 5,545.3 6,158.6 19.2 38.7 124.0 9.00 45.00 7.00 Lap splice above base reduced by stress ratio Masonry Data fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method ASD Concrete Data fc Fy psi = psi = 1. -o So' Mi 3 © 2C39 , •:)/>. .^i •-! CE;.ons.; X. i.tCB.isei .0: :iT'. S uC, f PowEy, C-\ 8208'; HTK STRUCTURAL ENGINEERS HTK Structural Engineers 14288 Danlelson St. Suite #200 Poway, CA 92064 www.HTKSE.com Title : Buena Vista 11 Job# : Dsgnr: Description.... B'-O" retaining wall (no seismic) Page:. Date: DEC 10,2013 This Wall in File: Userver01\dtengineering_files\rt2\proiects Retain Pro 9 © 1989 - 2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 I FootingDitT^^ I ^^^FootinsnOesigi^ 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 i 5.92 ft 2.00 7.92 15.00 in 14.00 in 37.00 in 5.92 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe 1,137 18,643 6,995 11,648 22.64 75.00 #5@ 13.50 in # 5 @ 18.00 in #4 @ 12.50 In Heel 531 psf 440 ft-# 1,553 ft-# 1.113 ft-# 9.51 psi 75.00 psi Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: #4@ 8.00 in, #5@ 12.25 in, #6@ 17.25 in, #7@ 23.50 in, #8@ 31.00 in, #9@ 39 Heel: Not req'd, Mu < S * Fr Key: #4@ 10.25 in, #5@ 15.75 in, #6@ 22.25 in, #7@ 30.50 in. Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force ibs^ 3,089.5 -99.5 ..OVERTURNING.. Distance ft 3.25 0.58 Moment ft-# 10,041.0 -58.1 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = O.T.M. 9,982.9 2,990.0 2.64 4,716.8 Ibs Vertical component of active pressure NOT used for soii pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Slem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component j Total = Force Ibs^ 1,200.0 37.5 444.0 777.2 233.5 1,485.0 539.6 ..RESISTING Distance ft 7.42 7.59 2.96 6.34 6.75 3.96 6.50 Moment ft-# 8,904.0 284.5 1,314.2 4,928.8 1,576.9 5,880.6 3,509.1 26,398.1 4,716.8 Ibs R.M.= * Axial live load NOT included in total displayed, or used for overturning resistance, but Is included for soii pressure calculation. DESIGNER NOTES: "'oSo «3ii)2008i LiccnsBt .o: t- „ J - . 621i4 2990.# Pp= 3913.2# 379.07psf 812.03psf fj~~l U T Wjr HTK structural Engineers /\_J n I IV 14288 Danlelson st Suite #200 STRUCTURAL ENGINEERS Poway, CA 92064 www.HTKSE.com Title : Buena Vista 11 Job # Dsgnr: Description.... e'-B" retaining wall with seismic Page: Date: DEC 10.2013 This Wall in File: \\server01\d\englneerlng_files\rt2\projects Retain Pro 9 © 1989 • 2011 Ver: 9.24 8167 Registration #: RP-116849S RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Soil Data Retained Height ~ 6.67 ft Wall height above soil = 0.00 ft Slope Behind Wail = 2.00 :1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method psf Heel Active Pressure 65.0 psf/ft Toe Active Pressure 65.0 psf/ft Passive Pressure 350.0 psf/ft Soli Density, Heel = 150.00 pcf Soil Density, Toe = 150.00 pcf FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 12.00 in I L .J Thumbnail I Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 10.0 Ibs 0.0 Ibs 0.0 in Design Summary Wall stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Jj fiSlSSliiSiiS^S^^ [ Adjacent Footing Load 2.09 OK 1.53 OK 3,797 ibs 11.01 in Soil Pressure @ Toe = 1,079 psf OK Soil Pressure @ Heel = 90 psf OK Allowable = 1,995 psf Soii Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,534.1 Ibs less 100% Passive Force = - 2,742.9 Ibs less 100% Friction Force = - 1,139.1 Ibs Added Force Req'd = ....for 1.5 :1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1,510 psf 125 psf 21.1 psi OK 9.9 psi OK 75.0 psi 0.0 lbs OK 0.0 Ibs OK CBC 2010 1.200 1.600 1.600 1.600 1.000 Lateral Load ...Height to Top ...Height to Bottom The above iaterai load has been increased by a factor of Wind on Exposed Stem •• 330.0 #/ft 4.46 ft 3.46 ft 1.00 0.0 psf Stem Construction | Top stem "••••••^^ Stem OK Design Height Above Ftj ft = 2.67 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #5 Rebar Spacing = 16.00 Rebar Placed at = Edge Oesign Data ~ ~ - — --- fb/FB + fa/Fa = Total Force @ Section Ibs = Moment...Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 0.0 ibs 0.00 ft 0,00 in 0.00 ft Line Load 0.0 ft 0.300 Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.471 849.7 1,118.5 2,416.5 13.5 51.6 78.0 5.25 30.00 30.00 0.998 1,767.3 4,518.7 4,587.6 15.2 51.6 124.0 9.70 45.00 7.00 Lap splice above base reduced by stress ratio Masonry Data fm psi = 1.500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' 21.48 21.48 Short Term Factor = 1.333 1.333 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psl = psi = e ^ ,'"0 So: .«3fL! ^i2;;0S • 1^1' t .leservec o , < s. ut, —I; .'0<<ay. C,\920S4 •.w.,'te*a' ->ro.co"i /^HTK STRUCTURAL ENGINEERS HTK Structural Engineers 14288 Danlelson St. Suite #200 Poway, CA 92064 www.HTKSE.com Title : Buena Vista 11 Job # : Dsgnr: Description..,. 6'-8" retaining wall with seismic Page:. Date: DEC 10.2013 This Wall in File: \\server01\d\englneering_files\rt2\projects Retain Pro 9 © 1989 - 2011 Ver: 9.24 8167 Registration #:RP-116849S RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 i FootingDlt^^ Toe Width = 4.50 ft Heel Width = 2J0 Total Footing Width = 6.50 Footing Thickness = 15.00 in Footing Design Results Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 12.00 in 28.00 in 4.50 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Factored Pressure Mu'; Upward Mu'; Downward Mu; Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing #5 #5 #4 Toe 1,510 13,233 4,146 9,087 21.14 75.00 15.00 in 18.00 in 12.50 in Heel 125 psf 167 ft-# 1,334 ft-# 1.167 ft-# 9.89 psi 75.00 psi Other Acceptable Sizes & Spacings Toe: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #6@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in. Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • OVERTURNING.. Force Distance Ibs ft Moment ft-# 2,303.6 -99.5 330.0 Total 2.81 0.58 5.21 O.T.M. 6,464.6 -58.1 1,719.3 8,125.9 2,534.1 = 2.09 3,797.1 Ibs Vertical component of active pressure NOT used for soil pressure Reslsting/Overtunnlng Ratio Vertical Loads used for Soil Pressure = Force ..RESISTING Distance Moment Ibs ft ft-# Soil Over Heel = 1,000.4 6.00 6,002.1 Sloped Soil Over Heel = 37.5 6.17 231.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 10.0 5.00 50.0 * Axial Live Load on Stem = Soil Over Toe = 337.5 2.25 759.4 Surcharge Over Toe = Stem Weight(s) 643.0 4.92 3,163.0 Earth @ Stem Transitions= 200.0 5.33 1,066.4 Footing Weighl = 1,218.8 3.25 3,960.9 Key Weight 350.0 5.00 1,750.0 Vert. Component = Total = 3,797.1 Ibs R.M.= 16,983.1 * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: ; 20Q9 .• . 3 ca,.o.is. i^c .'wv.sy. C.'. 92084 330.ps 2534.1# Pp= 2742.9# 89.506psf 1078.8psf fT^UTW HTK structural Engineers —I n I IV 14288 Danlelson St. Suite #200 STRUCTURAL ENGINEERS Poway, CA 92064 www.HTKSE.com Title : Buena Vista 11 Job # : Dsgnr; Description.... 6'-8" retaining wall (no seismic) Page:, Date: DEC 10,2013 This Wall in File: ^server01\d\englneering_flles\rt2\projects Retain Pro 9 © 1989 - 2011 Ver: 9.24 8167 Registration #: RP.1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 Criteria J Retained Height = 6.67 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density. Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 65,0 psf/ft 65.0 psf/ft 350.0 psf/ft = 150.00 pcf = 150.00 pcf 0.300 = 12,00 in Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 10.0 Ibs 0.0 Ibs 0.0 In Design Summary Wall stabitity Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.65 OK 1.76 OK 3,797 Ibs 5.57 in Soil Pressure @ Toe - 835 psf OK Soil Pressure @ Heel = 334 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable 1,169 psf 467 psf 17.7 psi 8.0 psi 75.0 psi OK OK ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,204.1 Ibs less 100% Passive Force = • 2.742.9 lbs less 100% Friction Force = - 1,139.1 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 lbs OK 0.0 Ibs OK CBC 2010 1.200 1.600 1.600 1.600 1.000 Thumbnail Adjacent Footing Load Lateral Load = o.O #/ft ...Height 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 Adjacent Footing Load Footing Width Eccentricity Wall lo Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio O.O lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Ftc Wall Material Above "HI" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW Top Stem 2nd lbs = fl-# = ft-# = psi = psi = psf = in = in = in = Stem OK 2.67 Masonry 8.00 # 5 16.00 Edge 0.392 519.7 692.8 1,812.8 8.2 38.7 78.0 5.25 30.00 30.00 HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge 0.950 1,437.3 3,211.9 3,441.6 12.3 38.7 124.0 9.70 45.00 7.00 Lap splice above base reduced by stress ratio Masonry Data fm psi = 1,500 1,500 Fs psi = 20,000 20,000 Solid Grouting = Yes Yes Modular Ratio 'n' = 21.48 21.48 Short Term Factor 1.000 1.000 Equiv. Solid Thick. in = 7.60 11.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psi = psi = R8:r>: i Pro Sr ',• -&-9 © 20C" !. ca-c >s, • ,. C, ,92C54 V MA/.R > STRUCTURAI ENGINEERS HTK structural Engineers 14288 Danlelson St. Suite #200 Poway, CA 92064 wvwv.HTKSE.com TlUe : Buena Vista 11 Job # : Dsgnr: Description,... 6'-8" retaining wall (no seismic) Page; Date: DEC 10,2013 This Wall in File: \Vserver01\d\engineering_files\rt2\proJects Retain Pro 9 © 1989 - 2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 i Footii^^ Toe Widlh = 4.50 ft Heel Width = 2.00 Total Footing Width = Footing Thickness = Footing Design Results Key Width = Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % Cover @ Top 2.00 ( 6.50 15.00 in 12.00 in 28.00 in 4.50 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Toe Heel Factored Pressure = 1,169 Mu': Upward = 11,255 Mu': Downward = 4,146 Mu: Design = 7,109 Actual 1-Way Shear = 17.71 Allow 1-Way Shear = 75.00 Toe Reinforcing = # 5 @ 15.00 in Heel Reinforcing = # 5 @ 18.00 in Key Reinforcing = #4@ 12.50 in Other Acceptable Sizes & Spacings Toe: #4@ 9.75 ln,#5@ 15.00 in, #6@ Heel: Not req'd, Mu < S * Fr Key: #4@ 12.50 in, #5@ 19.25 in, #6i 467 psf 400 ft-# 1,334 ft-# 934 ft-# 7.96 psi 75.00 psi 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 127.25 in, #7@ 37.25 in. Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total OVERTURNING.. Force Distance Jbs ft 2,303.6 2.81 -99.5 0.58 Moment ft-# _ 6,464.6 -58.1 2,204.1 O.T.M. = 6,406.6 2.65 3.797.1 Ibs Vertical component of active pressure NOT used for soli pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure •• Force ..RESISTING Distance Moment Ibs ft ft-# Soil Over Heel = 1,000.4 6.00 6,002.1 Sloped Soil Over Heel = 37.5 6.17 231.3 Surcharge Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = 10.0 5.00 50.0 * Axial Live Load on Stem = Soil Over Toe = 337.5 2.25 759.4 Surcharge Over Toe = Stem Weight(s) = 643.0 4.92 3,163.0 Earth @ Stem Transitions= 200.0 5.33 1,066.4 Footing Weighl = 1,218.8 3.25 3,960.9 Key Weight = 350.0 5.00 1.750.0 Vert. Component = Total = 3,797.1 lbs R.M.= 16,983.1 * Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. DESIGNER NOTES: .'-o So .^-aru •:2Q09 \ :;:s ; -eser< cC ;1SEC' :0. i :TK Sf^LiO". il' '.-Sit, C.'jrs Powzy. CJ. 92064 2204.1# Pp= 2742.9# 333.67psf 834.e6psf