Loading...
HomeMy WebLinkAboutCT 04-14A; TRAILS END; STRUCTURAL PLAN CHECK RESPONSES; 2014-12-10CT 04 -14 IECORJ) Copy -iLL 3"I 171L STRUCTURAL PLAN CHECK RE DATE: PROJECT: PROJECT No.: PLAN CHECK No.: December 10, 2014 Trails End Walls 14-303 UAW STRUCTURAL ENGINEERS1IP Responses to previous comments: Calculation Comments Calculations checked for active pressure. Should be correct now. Calculation redacted from caics. Calculation updated to use minimum 1500 psi. The wrong reduction was applied inadvertently. The calculations have been fixed. The active pressure Is applied to the bottom of the footing. The requirement of section 1087.2.1 is in the 2013 CBC. This project Is being permitted under the2O1OCBC which does not have this requirement. RBF CONSULTING SHOP DRAWING REVIEW Pros HG. - Shop Dwg. No. Plan Comments I R?-'6 fW I ') By C{AJL4 NO dCEPTIONS TAKEN D MAKE CORRECTIONS NOTED Waterproofing detail references added. 0 SUBMIT SPECIFIED ITEM 0 REVISE AND RESUBMIT 0 REJECTED the Is for .iwel con? rmance wjh th design concept of Heading for the special Inspections was 1nadver dI7cc tIOnation included in this Contract Document(s). Any action shown is subject to the requirements of the rawin $ fl specifications. Contractor is responsible for: The 12' tall wall Is no used so no i 1t%Iij C 4 sming dimensions at the job site; longer develop Techniques of construction; coordination of his/her work with that of other trades, and eric ing th work in a safe and satisfactory manner. I have changed how the calculations for the terr&ce 'walfs are done. I added the adjacent footing load for the worst case wall (6' retaining with 2:1 backfill) to the back fill of the 6' retaining, 2:1 backfill wall. The detail has been updated to use these values for the lower terrace wall. -J Responses to letter dated 11/11/14: Sloping backfill conditions shown on the details now. The different schedules are shown and clearly referenced. Because this site has many varying slopes due to the undulation of the wails and grade, I feel it Is best to show the conditions on the same detail and have the contractor build the wall based on the correct schedule. This Is not required for jobs permitted with the 2010 CBC. C) The calculations have been corrected. eQ Upper wall loading has been applied in a more accurate way. Special inspection table headings added. From: Ben Selbel Copies to: File Page 1 STRUCTURAL CALCULATIONS PROJECT: e /'NI HTK .c STRUCTURAL ENGINEERS,LLP DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: 2500 PSI MASONRY: GRADE "N" CONCRETE BLOCK F' M = 1500 PSI MORTAR: TYPES 1,800 PSI GROUT: 2000 PSI REINFORCING STEEL: A-615 GRADE 40: #4 AND LESS (U.O.N.) GRADE 60: #5 AND LARGER DESIGN LOADS: RETAINING WALL: Active Pressure: 38 PSF (Level Backfill) 55 PSF (2:1. Backfill) Passive Pressure: 250 PSF SEISMIC FORCE: REPORT BY: GEOSOII.S, INC. WIND FORCE: REPORT NO.: W.O. 6635-A-SC SOIL PRESSURE: 1500 PSF (2500 PSF Max) These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No Designed By Date (4-3 300 1 ti San Diego 14288 Danielson Street, Suite d 200, Poway, CA 92064, (858) 679-8989, Fax (858) 679-8959 Las Vegas (702) 505-8225 • Bay Area (510) 759-9399 4 Los Angeles (424) 703-5485 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall toFtgCLDist = 0.00ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 00 ft Poisson's Ratio 0,300 Stem Construction Top Stem 2nd Stem OK Stem OK Design Height Above Ftc ft= 2.00 0.00 Wail Material Above Ht° = Masonry Masonry Thickness = 8.00 8.00 Rebar Size # 4 # 5 Rebar Spacing 24.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa 0.502 0.689 Total Force @ Section lbs = 304.0 684.0 Moment .... Actual ft-#= 405.3 1,368.0 Moment.....Allowable ft-#= 808.1 1,986.1 Shear ..... Actual ps1 = 4.8 10.9 Shear .... Allowable psi = 38.7 38.7 Wall Weight psf= 78.0 78.0 Rebar Depth 'd' In= 5.25 5.25 LAP SPLICE IF ABOVE in = 24.00 30.00 LAP SPLICE IF BELOW in= 24.00 HOOK EMBED INTO FTG in= 13.62 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm psi = 1,500 1,500 Fs psi = 20,000 24,000 Solid Grouting Yes Yes Surcharge Loads I Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning [Axial Load Applied to Stem I Adal Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary I Wall Stability Ratios OverturninC. 1.74 OK Sliding = 1.50 OK Total Beating Load 1,710 lbs ... resultant ecc. 9.18 in Soil Pressure @ Toe 1,209 psf 01< Soil Pressure @ Heel 0 psf OK Allowable 1,500 psf Soil Pressure Less Than Allowable ACi Factored @ Toe 1692 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 16.1 psi OK Footing Shear @ Heel 4.9 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 931.0 lbs less 67 % Passive Force = - 800.9 lbs less 100% Friction Force = - 598.6 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK [-Lateral Load Applied to Stem • Lateral Load = O.0#/ft ...Height to Top = 000 ft ...Height to Bottom = 0.00 It The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 pet 14288 Danielson St Title Site Wall (6' max) Page: Suite #200 Job # : ...New... Dsgnr. Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall in File: Retain Pro 9 ft' 1989-2011 Ver: 9.24 8167 Registration it RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Height 6.00 ft Wall height above sot 0.50 ft Slope Behind Wall 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Sol[ Data Allow Soil Bearing L 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 38.0 pet/ft Toe Active Pressure 0.0 pet/ft Passive Pressure ' = 250.0 psf/ft Soil Density, Heel 110.00 pcf Soil Density, Toe = 110.00 pcf FootingflSoii Friction = 0.350 Soil height to ignore for passive pressure 12.00 in I E[T±1 Thumbnail Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Modular Ratio'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in = 7.60 7.60 Masonry Block Type Medium Weight Masonry Design Method = ASD Concrete Data fc Fy psi = psi = ro SC.'e © 2009: 3' c.o,s, ,c. Lensec. to: .J. StruL wv,.jkocom srsjc {'o"-.y, C '92054 14288 Danielson St Title : Site Wall (6 max) Page: Suite #200 Job # : ...New... Dsgnr Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall In File: Retain Pro 9©1989-2011Ver:9.24 8167 Registration t. i-11a95 iwø Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 [Footing Dimensions & Strengths I Footing Design Results • Toe Width = 225 ft Too Heel Heel Width 1.17 Factored Pressure = 1,692 0 psf Total Footing Width = 3.42 Mu': Upward 3,535 0 ft-# Footing Thickness 12.00 in Mu': Downward 818 251 ft-# Mu: Design = 2.717 251 ft-# Key Width 12.00 in Actual 1-Way Shear = 16.07 4.95 psi Key Depth 21.00 in Allow l-WayShear = 75.00 75.00 psi Key Distance from Toe 1.25 ft Toe Reinforcing = #5 @ 16.00 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Co'icrete Density = 145.00 pcf Key Reinforcing. = None Spec'd Mm. As % 0.0018 Other Acceptable Sizes & Spacings Cover (Top 2.00 cBtm 3.00 in Toe: #4@ 13.25 in, #5@ 20.50 In, #6@ 29.00 In, #7@ 39.25 in, #8© 48.25 in, #9cm 4 Heel: Not req'd, Mu <S * Fr Key. Not Req'd = Mu<SFr & Resistina Forces Force Distance Moment Item lbs ft ft-# Heel Active Pressure 931.0 2.33 2,172.3 Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil Total = 931.0 O.T.M. = 2,172.3 Resisting/Overturning Ratio 1.74 Vertical Loads used for Soil Pressure = 1,710.2 lbs Soil Over Heel = Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *foJat Live Load onStem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighi = Key Weight = Vent. Component = RESISTING..... Force Distance Moment lbs ft ft-# 330.2 3.17 1,045.8 123.8 1.13 139.2 507.0 2.58 1,309.8 495.5 1.71 848.5 253.8 1.75 444.1 Total = 1,710.2 lbs R.M. 3,785.3 * Axial live load NOT included in total displayed on used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: ?roSost©2CJ9 1c os, c. Lc3e .0: '.:40.co.a X. 5g's .Ls ve. .'ow:y, Ci 9206 Thumbnail Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ... Height toTop = 0.00 it ...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 14288 Danielson St Title ; Site Wall (4' max) Page: Suite #200 Job # : ...New... Dsgnr. Date: MAR 13,2014 Poway, CA 92064 DescripUon.... This Wall in File: W.server01denglneering_fIlesbsengineei Retain Pro 9rt1989-2O11 Ver: 9.24 8167 Registration 4: Rp4188495 RP9.24 Cantilevered Retaining Wail Design Code: CBC 2010 Licensed to; HTK Structural Engineers Criteria Retained Height 4.00 ft Wall height above soil = 0.50 ft Slope Behind Wall 0.00:1 Height of Soil over Toe 6.00 in Water heigt over heel = 0.0 ft Soil Data Allow Soil Bearing =. 1,500.0 psf Equivalent Fluid Pressure Method - Heel Active Pressure = 38.0 psi/ft. Toe Active Pressure 0.0 psf/ft Passive Pressure = 250.0psf/ft Soil Density. Heel 110.00 pd Soil Density, Toe 110.00 pcI FootingilSoil Friction =. 0.350 Soil height to ignore for passive pressure 12.00 in Surcharge Loads Surcharge Over Heel = OM psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT tJti for Sliding & Overturning Axial Load. Applied to Stem mMok Axial Dead Load = 0.0 lbs Axial Live Lead = 00 lbs Axial Load Eccentricity = 00 in Design summary . I Wall Stability Ratios Overturning = 1.67 OK Sliding 1.57 OK Total Bearing Load . 1,061 lbs ...resultant ecc. . 7.05 In Soil Pressure ©Toe 1,425 psf OK Soil Pressure @ Heel 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1.996 psf ACI Factored @ Heel 0 psf Fooling Shsar © Toe 10.1 psi OK Footing Shear @Heel 3.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 475.0 lbs less 67 % Passive Force - 372.2 lbs less 100% Friction Force = 371.4 lbs Added Force Req'd = 0.0 lbs OK .... for 1.5:lStability 0.0 lbs OK Load Factors Building Cads CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Adjacent Footing Load Adjacent Footing Load 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall 0;0 ft Poisson's Ratio 0.300 Stem Construction Top Stem . Stem OK Design Height Above Ft ft= 0.00 Wall Material Above 'Ht" Z.Masonry Thickness = 8.00 Rebar Size . # 4 Rebar Spacing = 24.00 Rebar Placed at Edge Design Data ..: ............. ... ----..---.- fo/FB + fa/Fa = 0.502 Total Force © Section lbs = 304.0 Moment. ... Actual ft-#= 405.3 Moment .... Allowable = 808.1 Shear.....Actual PSI = 4.8 Shear ..... Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' . in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG In = 24.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm 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 ... . . ... ft psi= Fy psi :root .'©.009 ;rons, Inc. Ucsns,x .0: Stuctt :zsec 7y,C:.92C3 14288 Danielson St Title : Site Wall (4' max) Page: Suite #200 Job# : ...New... Dsgnr Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall in File; tserver01ld'iengineering_fllesbsengtneei Retain Pro 9©1989-2011 Ver.9.24 8167 Registration #: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 1.17 Total Footing Width = 2.17 Footing Thickness -1 12.00 in Key Width 12.00 In Key Depth 10.00 in Key Distance from Toe 0.00 It ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcI Mm. As % = 0.0018 Cover @ Top 2.00 © Btm. 3.00 In Footing Design Results • Toe Heel Factored Pressure 1,996 0 psf We : Upward = 1,003 0 ft-# Mu': Downward = 191 182 ft-# Mu: Design 813 182 ft-# Actual 1-Way Shear = 10.14 3.59 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing m None Spec'd Key Reinforcing z None Specd Other Acceptable Sizes & Spacings Toe: Not req'd. Mu < S * Fr Heel: Not req'd, Mu < 5 * Fr Key: Not Req'd = Mu<S*Fr [mrnaiy of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs It ft-# Heel Active Pressure = 475.0 1.67 791.7 Soil Over Heel = 220.1 1.92 422,0 Surcharge over Heel Toe Active Pressure = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total = 475.0 O.T.M. 791.7 Resisting/Overturning Ratio = 1.67 Vertical Loads used for Sell Pressure = 1,061.2 lbs DESIGNER NOTES: Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(s) = 351.0 1.33 468.0 Earth (t Stem Transitions = Footing Weight 314.2 1.08 340.5 Key Weight 120.8 0.50 60.4 Vert. Component = Total = 1,061.2 lbs R.M. 1,318.4 * Axial live load NOT included in total displayed or used for overturning resistance, but-is included for soil pressure calculation. .c:i 'ro or.iU2009 i it ons, :,ic. L:cc : S.ruc.L inr•s ovy, C, 9206' Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Fig CLDist 0.00 it Footing Type Line Load Base AbovelBelow Soil at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above Ht" = Masonry Thickness 8.00 Rebar Size = # 4 Rebar Spacing 24.00 Rebar Placed at Edge Design Data fo/FB + la/Fa = 0.063 Total Force @ Section lbs = 76.0 Moment .... Actual ft-# = 50.7 Moment .... Allowable 808.1 Shear ..... Actual psi = 1.2 Shear.. ... Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' In= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 24.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data FM psi= 1,500 Fs psi = 20,000 Solid Grouting Yes 1Surcharge Loads Surcharge Over Heel = Q.o pf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Loai Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.08 OK Sliding 1.79 OK Total Bearir.g Load = 574 lbs ...resultant ccc. 2.57 In Soil Pressure @ Toe z 610 psf OK Soil Pressure @ Heel = 79 psf OK Allowable = 1,500 psf Sol[ Fressure Less Than Allowable ACI Factored @ Toe = 854 psf ACI Factored © Heel = 111 psf Footing Shear © Toe 2.2 psi OK Footing Shear © Heel 1.3 psi OK Allowable 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 171.0 lbs less 67 % Passive Force = - 104.7 lbs less 100% Friction Force = - 201.0 lbs Added Force Req'd 0.0 lbs OK ....for 1.5 1 Stability 0.0 lbs OK I Lateral Load Applied to Stem • Lateral Load 0.0 #/ft ...Helght to Tor 0.00 It ...Helght to Botom 0.00 It The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 14288 Danielson St Suite #200 Poway, CA 92064 Title Site Wall (2' max) Page: Job # : ...New... Dsgnc Date: MAR 13,2014 Description.... This Wall in File: %lserver01dlengineeringjilesbs%englneei RetaIn Pro 9ft'1989-2011 Ver: 9.24 8167 Registration #: RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Height = 2.00 It Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 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 ,,38.0-psf/ft Toe Active Pressure 0.0 psflft Passive Pressure = 25;0pf/ft Soil Density, Heel 110.00 pcf Soil Density, Tce = 110.00 pcf Footing Ilsoll Friction = 0.350 Soil height to ignore for passive pressure 12.00 in L : LII Thumbnail LoadFactors - * Building Code CBC 2010 Dead Load 1200 Live Load 1.600 Earth, H 1.600 Wlnd,W 1.600 Seismic, E 1.000 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 ft Fy psi = psi = ;ro 3o.va02009 .. :'.:.ons, Inc. 'cc,isec: 14288 Danielson St Title : Site Walt (2' max) Page: Suite #200 Job # : ...New... Dsgnr Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall In File: IlserverOIWWngineerinMIesIbslenginesi Retain Pro O(1989-2O11 Ver: 9.24 8161 Registration RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers I Footing Dimensions & Strengths Toe Width 0.50 ft Heel Width 1.17 Total Footing Width 1.67 Footing Thickness = 12.00 in Key Width = 12.00 In Key Depth = 0.00 In Key Distance from Toe 0.00 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcI Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 in P Footing Design Results _Toe Heel Factored Pressure = 854 111 psI Mu' :Upward = 168 47ft-# Mu': Downward = 62 114 ft4 Mu: Design = 105 671t# Actual 141i'ay Shear 2.21 1.27 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinfcrclng = None Spec'd Heel Reinforcing = None Spec'd Key Reinfcrclng = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: Not Req'd = Mu<S*Fr Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment RESISTING..... Force Distance Moment Item lbs ft ft-# Ills ft _ft-# Heel Active Pressure = 171.0 1.00 171.0 Soil Over Heel 110.1 1.42 156.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load Axial Live Load on Stem Load @ Stem Above Soil Soil Over Toe = 27.5 0.25 6.9 Surcharge Over Toe Stem Weight(s) 195.0 0.83 162.5 Earth © Stem Transitions = Total = 171.0 O.T.M. = 171.0 Footing Weight = 241.7 0.63 201.5 Resisting/Overturning Ratio 3.08 Key Weight = 0.50 Vertical Loads used for Soil Pressure = 574.3 lbs Vert. Component = Total = 574.3 lbs R.M.= 526.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure ca(culation. DESIGNER NOTES: eah:':oSor:r.)©2CD ic.is a: 01ruc.u.-0 WW c:.io.cc Q. Thumbnail 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 I Axial Load Applied to Stem 1111 Axial Dead Load 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In I Design Summary Wall Stability Ratios Overturning z 1.66 oi Sliding = 1.51 OK Total Bearing Load = 2,082 lbs ...resultant eec. = 11.52 in Soil Pressure © Toe = 1,390 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,946 psf ACI Factored iHeeI = 0 psf Footing Shear © Toe = 20.7 psi OK Footing Shear @ Heel = 7.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,347.5 lbs less 67 % Passive Force = - 1,312.7 lbs less 100% Friction Force = - 728.8 lbs Added Force Req'd 0.0 lbs OK ....for 1.5 :1 Stability = 0.0 lbs OK [Lateral Load Applied to Stern • Lateral Load 0.0 #/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 14288 Danielson St Title : Site Wall (6' max) 2:1 Page: Suite #200 Job # : ...New... Dsgnr: Date: MAR 13,2014 'oway, CA 92064 Description. This Wall in File: %lserver1%d\engineerIngjilesbsengineei Retain Pro 9@1989.2011 Ver: 9.24 8167 Regtstration# RP.1108495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall z 0.00:1 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 55.0 psf/ft Toe Active Pressure W .. 0.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel 110.00 pd Soil Density, Toe = 110.00 pd FootingSoil Friction 0.350 Soil height to ignore for passive pressure 12.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall 00 It Poisson's Ratio = 0.300 Stem Construction Top Stem 2nd Stem OK Stem OK Design Height Above Ftc ft = 2.00 0.00 Wall Material Above'Hr = Masonry Masonry Thickness = 8.00 8.00 Rebar Size = # 4 # 5 Rebar Spacing = 24.00 8.00 Rébar Placed at Edge Edge Design Data fb/FB + la/Fa = 0.726 0.793 Total Force @ Section lbs = 440.0 990.0 Moment .... Actual ft4 = 586.7 1980.0 Moment .... Allowable ft4 = 808.1 2,495.7 Shear.....Actual psi = 7.0 15.7 Shear ..... Allowable psi = 38.7 38.7 Wall Weight psf= 78.0 78.0 Rebar Depth 'd' ln= 5.25 5.25 LAP SPLICE IF ABOVE In = 24.00 30.00 LAP SPLICE IF BELDW in = 24.00 HOOK EMBED INTO FTGin= 15.69 Lap s.lice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data f'm psi= 11500 1,500 Fs psi = 20,000 24.000 Solid Grouting = Yes Yes Load Factors - Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 Modular Ratio 'n' = 21.48 21.48 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. In = 7.60 7.60 Masonry Block Type = Medium Weight Masonry Design Method Concrete Data - = ASD fc Fy PSIpsi = = c. Ucais. 0: .3.acu! ..:irors Rrroco' :i::.s C:. 9236'. 14288 Danielson St Title : Site Wall (6' max) 2:1 Page: Suite #200 Job # : ...New... Dsgnr. Date: MAR 13,2014 Poway, CA 92064 Descilption.. This Wall in File: Retain Pro 9 @1989 -2011 Ver: 9.24 8167 Registration m RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths Toe Width 2.50 ft Heel Width 1.42 Total Footing Width 3.92 Footing Thickness = 12.00 in Key Width = 12.00 In Key Depth = 31.00 in Key Distance from Toe = 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Footing Design Results • Toe Heel Factored Pressure = 1.946 0 psf Mu': Upward = 4,866 0 ff4 Mu': Downward = 996 474 ft-# Mu: Design = 3,871 474 ft-# Actual 1-Way Shear 20.86 7.42 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #5 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = #4 @ 12.50 In Other Acceptable Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 in, #8© 29.00 in, #7@ 39.25 In, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu <S*Fr Key: #4© 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING.. RESTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,347.5 2.33 3,144.2 Soil Over Heel = 495.2 3.54 1,754.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 137.5 1.25 171.9 Surcharge Over Toe = Stem Weight(s) 507.0 2.83 1,436.5 Earth @ Stem Transitions = Total = 1,347.5 O.T.M. = 3,144.2 Footing Weight = 568.0 1.96 1,112.4 Resisting/Overturning Ratio 1.66 Key Weight = 374.6 2.00 749.2 Vertical Loads used for Soil Pressure = 2,082.3 lbs Vert. Component Total = 2,082.3 lbs R.M. 5,223.9 * Axial live load NOT Included in total displayed or used for overturning resistance, but is Included for soil pressure calculation. DESIGNER NOTES: 'L)C .:ons, i. L!cnsr .0: :.v'.S:ic, C.. 92034 n Thumbnail Adjacent Footing Load I Adjacent Footing Load = 00 lbs Fooling Width 0.00 It Eccentricity = 0.00 in Wall to Ftg CI. Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 00 It at Back of Wall Poisson's Ratio 0.300 [item Construction Top Stem Stem OK Design Height Above Ftc ft= 0.00 Wail Material Above Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data tb/FB + fa/Fa 0.726 Total Force @ Section lbs = 440.0 MomenL..Actual ft-# = 586.7 Moment.....Allowable = 808.1 Shear ..,.Actual psi = 7.0 Shear ..... Allowable psi = 38.7 Wall Weight 78.0 Rebar Depth 'd' In= 5.25 LAP SPLICE IF ABOVE In= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTGin = 24.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm psi = 11500 Fs psi = 20,000 Solid Grouting = Yes Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psi Used for Sliding & Overturning [Axial Load Applied to Stem I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Loac Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overturning = 1.78 OK Sliding 1.53 OK Total Bearirg Load = 1,330 lbs ... resultant ecc. = 8.15 in Soil Pressure @ Toe = 1,355 psf OK Soil Pressure @ Heel = 0 psi OK Allowable = 1,500 psi Soil Pressure Less Than Allowable ACI Factored @Toe = 1,897 psi ACI Factored @ Heel 0 psi Footing Shear @ Toe = 12.3 psi OK Footing Shear @ Heel = 5.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 687.5 lbs less 67 % Passive Force = - 588.6 lbs less 100% Friction Force = - 465.5 lbs Added Force Reqd = 0.0 lbs OK ...,for 1.5: 1 Stability = 0.0 lbs OK Lateral Load Applied to Stem j Lateral Load = 0.0 #/ft ...11eight to Top 0.00 ft ...Helght 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 14288 Danielson St Title : Site Wall (4' max) 2:1 Page: Suite #200 Job # : ...New... Dsgnr Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall in File: W.server01denglneering...fIIesbsenglneei Retain Pro 9€19892011 Ver 9.24 8167 RgistiaUon# RP-1168495 nau Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers [cri ena Retained Height = 4.00 ft Wall height above soil = 0.50 It Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel 0.0 it Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = p55.0 psi/ft Toe Active Pressure = 0.0psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pci Soil Density, Toe 110.00 pcI FootlngJSoil Friction 0.350 Soil height to lnore for passive pressure 12.00 in Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 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 ft psi= Fy psi .ro 3f 'i -rr©2OOO : cr.: Lrs J;ts osr1ec 'oway, C:. 92C54 14288 Danielson St Tftie : Site Wall (4' max) 2:1 Page: Suite#200 Job# : ...New... Dsgnr: Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall In File: tserver01dengIneerIngjilesbs%engineei Retain Pro 91989-2011 Ver: 9.24 8167 Registration #: RP-1166495 RP9.24 Licensed to: HTK Structural Engineers Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths F Footing Design Results • Toe Width = 1.25 It Toe Heel Heel Width = 1.42 Factored Pressure = 1,897 0 psI Total Footing Width = 2.67 Mu': Upward = 1,446 2 ft-# Footing Th'kness 12.00 in Mu': Downward = 281 344 ft-# Mu: Design = 1,165 3431t-# Key Width 12.00 in Actual 1-Way Shear 12.28 5.38 psi Key Depth 16.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe = 0.25 It Toe Relnfcrclng = None Speed fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 145.00 pcf Key Relnfcrdng = None Spec'd Mm. As % Z 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm 3.00 In Toe: Not reqd,Mu <S*Fr Heel: Not req'd, Mu <S * Fr Key: Not Req'd = Mu<S*Fr I Summary of Overturnina & Resistina Forces & Moments I RESISTiNG..... Force Distance Moment lbs ft 114 330.1 2.29 756.6 Force Distance Moment Item - lbs ft 1t4 Heel Active Pressure 687.5 1.67 1,145.8 Surcharge over Heel = Toe Active Pressure 0.50 Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Total = 687.5 O.T.M. = 1,145.8 Resisting/Overturning Ratio 1.76 Vertical Loads used for Soil Pressure = 1,329.9 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth © Stem Transitions= Footing Welghl = Key Weight = VerL Component 68.8 0.63 43.0 351.0 1.58 5558 386.7 1.33 515.7 193.3 0.75 145.0 Total = * Axial live load NOT includ edIn 1,329.9 lbs R.M. 2,016.0 DESIGNER NOTES: resistance, but Is Included for so 1cal displayed ?i r used for overturning .!ro'o wsre©2009 :1'. l.c. Licensed o: .TcS tc.,.2 . :--s 2cis .rvc 'o..ey. C. 92C4 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 = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In I Design Summary Wall Stability Ratios Overturning 2.20 01< Sliding = 1.56 OK Total Bearing Load 611 lbs ...resultant ecc. 4.16 in Soil Pressure @ Toe = 836 psf OK Soil Pressure © Heel 0 psf 01< Allowable 1,500 psf Soil Pressure Less Than Allowable ACI Factored @Toe 1,170 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 3.3 psi OK Footing Shear © Heel 1.9 psi OK Allowable 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 247.5 lbs less 67% Passive Force - 172.7 lbs less 100% Friction Force - 213.7 lbs Added Force Req'd 0.0 lbs OK ...for 1.5:1 Stability 0.0 lbs OK Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Adjacent Footing Load 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 - 00 ft at Back of Wall Poisson's Ratio = 0.300 [iim Construction Top Stem Stem OK Design Height Above Ftc ft = 0.00 Wall Material Above Ht" = Masonry Thickness = 8.00 Reber Size # 4 Reber Spacing = 24.00 Reber Placed at Edge Design Data foIFB + faJFa 0.091 Total Force @ Section lbs = 110.0 Moment .... Actual ft-#= 73.3 Mornert ... .Allowable 808.1 Shear.....Actual psi = 1.7 Shear.....Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' In = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW In HOOK EMBED INTO FTG In = 24.00 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data I'm 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 = ASO Concrete Data -*-- f'c psi Fy psi Lateral Load Applied to Stem 1 Lateral Load 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.0011 The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 14288 Danielson St Title Site Wall (2' max) 2:1 Page: Suite #200 Job # : ...New... Dsgnr. Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall in File: W.server01dengineering_fitesbsengineei Retain Pro 9©1989-2011 Var: 9.24 8167 Registration 4:RP-1168495 11139.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Criteria Retained Haight 2.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel 0.0 ft ISo1l Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel 110.00 pcf Soil Density, Toe = 110.00 pcf FootlngjSoil Friction = 0.350 Soil height to Ignore for passive pressure = 12.00 in c.'roCo'r.42009 'L)cc's.1c. L!csed.o:,SrjcT .Li"rs 14288 Danielson St Title Site Wall (2' max) 2:1 Page: Suite 0200 Job # : ..i4eW... OSgflr: Date: MAR 13.2014 Poway, CA 92064 Description.... This Wall in File: Retain Pro 9 @1989-2011 Ver. 9.24 8167 Registration #: RP-1168495 pp Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers Footing Dimensions & Strengths J Footing Design Results • Toe Width = 0.50 ft Too Heel Heel Width = 1.17 Factored Pressure 1,170 0 psf Total Footing Width = 1.67 Mu': Upward 220 13 ft-# Footing Thickness 12.00 in Mu': Downward 62 114 ft-# Mu: Design 158 101 ft4 Key Width = 12.00 in Actual 1-Way Shear 3.33 1.94 psi Key Depth = 3.00 in Allow 1-Way Shear 75.00 75.00 psi Key Distance from Toe = 0.00 1' Toe Reinforcing None Spec'd ft = 2,500 psi FY = 60,000 psi Heel Reinforcing None Spec'd Footing Concrete Density = 145.00 pet Key Reinforcing None Spec'd Mm. As % 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 © Btm.= 3.00 in Toe: Not reqd, Mu < S • Fr Heel: Not req'd, Mu <S * Fr Key: Not Req'd = Mu<SFr Summary of Overtumino & Resistina Forces & Moments I Total = 247.5 O.T.M. = 2475 Reslstlngl0verturnlng Ratio = 2.20 Vertical Loads used for Soil Pressure = 610.5 lbs DESIGNER NOTES: Force Distance Moment lbs It It-# Soil Over Heel = 110.1 1.42 156.0 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = AdaI Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = 27.5 0.25 6.9 Surcharge Over Toe Stem Weight(s) 195.0 0.83 162.5 Earth @ Stem Transitions = Footing Welghl 241.7 0.83 201.5 Key Weight 36.3 0.50 18.1 Vert. Component Total = 610.5 lbs R.M. 544.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure catculabon. - 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 Moment lbs ft ft-# 247.5 1.00 247.5 0.50 1'. 'cc,s,:'.c. Lce.,s.:&. : .n--rs C.C'2C34 Surcharge Loads Surcharge Over Heel 0.0 pef NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used fOr Sliding & Overturning I -Axial Load Applied to Stem 111 Axial Deac Load = 00 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 In I Design Summary I Wail Stability Ratios Overturning 1.56 OK Sliding = 1.50 OK Total Bearing Load 2,259 lbs ...resultant ecc. 13.35 in Soil Pressure @ Toe 1,374 psf OK Soil Pressure © Heel 0 psi OK Ailowable 1.500 psi Soil Pressure Less Than Allowable ACI Factored ©Toe = 1,937 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe 22.0 psi OK Footing Shaer © Heel = 4.9 psi OK Allowable = 75.0 psi Sliding talcs (Vertical Component NOT Used) Lateral Sliding Force 1,772.1 lbs less 67 % Passive Force - 1,872.7 lbs less 100% Friction Force - 790.6 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Lateral Load Applied to Stem • Lateral Load = 0.0 #Ift ...Height to Top 0.00 ft ...Height to Bottom = 0.00 It The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psi 14288 Danielson St Title Site Wall (6' max) 2:1 Lower Terrace Page: Suite #200 Job # : ...New... Dsgnr Date: MAR 13,2014 Poway, CA 92064 Description.... This Wall in File: %server01Wengineering_filesU,sle2glneei Retain Pro 9ta 1989-2011 Ver:9.24 8167 Registration RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers [Criteria Retained Height = 6.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 1,50O.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pci Soil Density, Toe 110.00 pci FootingilSoil Friction 0.350 Soil height to ignore for passive pressure 12.00 in Thumbnail Adjacent Footing Load Adjacent Footing Load = 2,022.0 lbs Footing Width 1.00 ft Eccentricity = 0.00 In Wall toFtgCLDist = 2.50 ft Footing Type Line Load Base Above/Below Soil - - 1 ft at Back of Wall - Poisson's Ratio 0.300 Stem Construction Top Stem 2nd Stem OK Stem OK Design Height Above Ftc ft = 2.00 000 Wail Material Above "Hf = Masonry Masonry Thickness = 8.00 8.00 Reber Size = # 4 # 6 Reber Spacing = 24.00 8.00 Reber Placed at = Edge Edge Design Data - tbIFB + fa/Fa 0.884 0.971 Total Force @ Section lbs = 618.6 1,382.7 Moment .... Actuál ft-#= 714.1 2,681.8 Moment.....Allowable ft-#= 808.1 2,762.5 Shear .... .Actual psi = 9.8 21.6 Shear.... Allowable psi = 38.7 38.7 Wall Weight psf = 78.0 78.0 Reber Depth 'd' in = 5.25 5.25 LAP SPLICE IF ABOVE in = 36.00 54.00 LAP SPLICE IF BELOW In = 36.00 HOOK EMBED INTO FTG In = 23.04 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data - I'm psi = 1,500 1,500 Fs psi = 20,000 24,000 Solid Grouting Yes Yes 21.48 21.48 1.060 1.000 in= 7.60 7.60 = Medium Weight = ASD Modular Ratio 'n' Load Factors Short Term Factor Building Code CBC 2010 Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H 1.600 Concrete Data Wind,W 1.600 fc Seismic, E 1.000 Fy So. t, ©2coa:: . c. .. L -.s•::.o. :. F S V .O' iO.CO.1 .'Jc.X.s .s'rve 'ovmy, r-.,: 92C5. 14288 Danielson St Title : Site Wall (6' max) 2:1 Lower Terrace Page: Suite #200 Job# : ...New... Dsgnr Date: MAR 13,2014 Poway, CA 92064 Description.... This Wail in File: server01\dengineering_filesbs%engineei Retain Pro 9@1989-2011 Ver: 9.24 8167 Registration P. RP-1168495 RP9.24 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: HTK Structural Engineers [Footing Dimensions & Strengths • Toe Width 3.25 ft Heel Width = 1.17 Total Footing Width = 4.42 Footing Thickness 12.00 in Key Width = 12.00 in Key Depth = 40.00 in Key Distance from Toe = 2.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 145.00 pcf Min. As% z =0.0018 Cover @ Top 2.00 @ Btm= 3.00 in L Footing Design Results • Toe jfI Factored Pressure 1.937 0 psf Mu': Upward 7,539 0 ft4 Mu': Downward 1,634 251 ft-# Mu: Design 5,905 251 ft4 Actual 1-Way Shear = 21.96 4.95 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 5 @ 16.00 in Heel Reinforcing = None Spec'd Key Reinforcing = #4 @ 12.50 in Other Acceptable Sizes & Spacings Toe: #4© 11.60 in, #5@ 17.75 in, #6@ 25.25 in, #7@ 34.50 in, #8@ 45.25 in, #9@ 4 Heel: Not req'd, Mu < S • Fr Key: #4@ 12.50 in, #5@ 19.25 In, #6© 27.25 in, #7© 37.25 in, Summary of Overturning & Resisting Forces & Moments OVERTURNING . .....RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,347.5 2.33 3,144.2 Soil Over Heel = 3302 4.17 1,376.0 Surcharge over Heel = Sloped Sol[ Over Heel = Toe Active Pressure Surcharge Over Heel = Surcharge Over.Toe = Adjacent Footing Load = 119.0 4.17 495.9 '-Adjãnt Footing Load = 424.6 2.60 1,102.2 Axlal Dead Load on Stem= 'Added Lateral Load * Axial Live Load on Stern Load @ Stern Above Soil = Soil Over Toe = 178.8 1.63 290.5 Surcharge Over Toe = Stem Weight(s) = 507.0 3.58 1,816.8 Earth @ Stem Transitions = Total = 1,772.1 O.T.M. = 4,246.3 Footing Weighi = 640.5 2.21 1,414.5 Resisting/Overturning Ratio 1.58 Key Weight 483.3 2.75 1,329.2 Vertical Loads used for Soil Pressure 2,258.8 lbs Veil. Component Total = 2,258.8 lbs R.M. 6,722.8 * Axial live load NOT Included in total displayed or used for overturning resistance, but is included for soil pressure cdcuiation. DESIGNER NOTES: 'icionsc. Lis.t.c: .T<.StivcL S.•Sf5 'o'j, 92064 RC) JAN 09 2015