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HomeMy WebLinkAboutCT 04-16; La Costa Greens Neighborhood 1.06; Retaining Wall; 2011-05-18PROJECT NO. CT04-16/PUD 04-14A LOTS 27, 28, AND 29 DESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2000 PSF PER SOILS REPORT. ALLOWABLE LATERAL PASSIVE = 300 PCF. EQUIVALENT FLUID PRESSURE FOR 2 TO 1 BACKFILL = 45 PSF PER SOILS REPORT. WALL CAP PER LS ARCHITECTS PLAN 8816 CMU SOLID GROUTED W/ NO SPCL. INSPECTION REOD. E' VERT & EDGE OF 8" CMU - FULL HEIGHT 0 DOWEL & EDGE OF 8" CMU. NOTE: NO SHEAR KEY BETWEEN THE CONC. FOOTING AND THE CMU STEM IS REQUIRED. 4" DIA. SDR 35 PERF PIPE W/ 1 CF. 3/4" GRAVEL WRAPPED W/ M/RAFI 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL WITH TREMCO WATCHDOG OR EQUAL T' BAR /4 HORZ. CONT. <§> 12" 0/C TOP AND BOTTOM AS SHOWN 'A' 2'-0" 2'-8" 3-4" 4-0" 'B' T-9" 2'-0" 2'~3" 2-9" 'C' N/A N/A 4" 4" 'D' DOWEL #4@32" 0/C iJJ" 9" — ' /4©32" 0/C <41" 9" —I #4©32" 0/C iJJ" 9" -1 /4@24" 0/C iJJ" 9" —I 'E' VERT N/A #4@32" 0/C #4©24" 0/C #4©24" 0/C 'E' BAR N/A #4@32" 0/C 18" #4©32" 0/C 21" #4@24" 0/C 27" 6"\ TAYLOR MORRISON HOMES LA COSTA GREENS NEIGHBORHOOD 1.06 LOTS 27, 28, AND 29 CARLSBAD, CA. RETAINING WALL NOTES: MATERIALS: CONTRETE: fc = 2500 PS] @ 28 DAYS. REINFORCING STEEL: ASTM A-615 GRADE 60. CONCRETE MASONRY UNITS: ASTM C 90 MORTAR: USE OBP TYPE S PER ASTM C 270 GROUT: USE 2000 PSI @ 28 DA YS PER ASTM C 476. CEMENT: PORTLAND CEMENT PER ASTM C-1SO TYPE II/V. GENERAL NOTES: 1. ALL MATERIALS, PRODUCTS, WORKMENSHIP, TESTING AND INSPECTION SHALL COMPLY WITH THE 2007 CBC. 2. ALL FOOTINGS SHALL BE POURED ON UNDISTURBED NATURAL GROUND OR ON UNDISTURBED ENGINEERED FILL 3. WALL SHALL BE LAID TRUE AND PLUMB, AND ALL CELLS SHALL BE GROUTED SOLID. 4. ALL SPLICES SHALL BE 48 BAR DIAMETERS. 5. ALL VERTICAL AND HORIZONTAL BARS SHALL BE TIED TOGETHER. 6. DO NOT USE HEAVY COMPACTION EQUIPMENT ADJACENT TO THE WALL. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DAMAGES TO THE WALL RESULTING FROM INAPPROPRIATE COMPACTION TECNIQUESAND EQUIPMENTS. 7. THE RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL AT LEAST 14 DAYS- UNLESS PROPER SHORING IS PROVIDED. 8. WALLS SHOULD BE GROUTED AT 4' HEIGHT INTERVALS. GROUTING SHOULD BE PERFORMED AS SOON AS POSSIBLE AFTER THE CONCRETE MASONRY UNITS ARE PLACED. 9. PROVIDE CONTROL JOINTS AT 40'O/C MAX. 10. BUILDING DEPARTMENT INSPECTION SHALL BE OF THE FOLLOWING STEPS: 1st. FOUNDATION TRENCH WITH SECURED REINFORCING STEEL. 2nd. BLOCK WALL WITH REINFORCING STEEL BEFORE GROUT. 3rd. MID-HEIGHT GROUTING FOR WALLS OVER 4' HIGH. 4th. GROUTED WALL AND DRAINAGE SYSTEM. 5th. BACKFILL AND FINAL. 11. OMTT HEAD JOINTS AT FIRST COURSE AT EVERY 32" O/C WITH 1 CU. FT. OF % " GRAVEL FOR WEEPHOLE WHEN THE WALL IS LESS THAN 3'HIGH. 12. PROVIDE 4"0SDR 35 PERFORATED PIPE WITH PERFORATIONS DOWN ATI % MIN. SLOPE WITH 1 CF. OF 3/4" GRAVEL WRAPPED WITH MIRAFI140N FILTER FABRIC OR EQUAL. BACK DRAINAGE SYSTEM SHALL HAVE TEE CONNECTION AND NON- PERFORATED 2"0 OUTLET PIPE AT EVERY 10' O/C THROUGH THE WALL AT 2% SLOPE ABOVE THE FINISHED SURFACE. NATURAL SOIL OR COMPACTED FILL BLOCK WALL W/REINFORCING PER DETAILS. if 4 HOKZ. CONT. & TOP AS REQUIRED - PROVIDE 24" MIN. LAP AND MAINTAIN 3" CLEAR FROM SOIL #4 HORZ. CONT. @ BOTTOM - PROVIDE 24" MIN. LAP AND MAINTAIN 3" CLEAR FROM SOIL FOOTING STEP DETAIL TAYLOR MORRISON HOMES LA COSTA GREENS NEIGHBORHOOD 1.06 LOTS 27, 28, AND 29 CARLSBAD, CA. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 2' retaining 2 to 1 slope Job # : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height ~ 2.00 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 J i Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 45.0 psf/ft 0.0 psf/ft 300.0 psf/ft 115.00 pcf 115.00 pcf 0.400 6.00 in L. 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 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning = 2.16 OK Sliding = 2.20 OK Total Bearing Load = 591 Ibs ...resultant ecc. = 4.20 in Soil Pressure @ Toe = 751 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1 ,051 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 2.9 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 243.8 Ibs less 1 00% Passive Force = - 300.0 Ibs less 100% Friction Force = - 236.5 Ibs _Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load Applied to Stem | Adjacent Footing Load | Lateral Load = 0 0 #/ft Adjacent Footing Load - 0.0 Ibs ...Height to Top = 0.00ft Footing Width = 0.00ft ...Height to Bottom = 0.00ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00ft has been increased 1 .00 Footing Type Line Load by a factor of B Ahnup/Rplow 9nilDadc rtUUVC/DCIUW OUII r\ r\ tt. Wind on Exposed Stem = 0.0 psf at Back of Wall °'0tt Poisson's Ratio = 0.300 Stem Construction | T°P stem Design Height Above Ftc ft = o.OO Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.093 Total Force @ Section Ibs = 90.0 Moment.... Actual ft-#= 60.0 Moment Allowable = 642.7 Shear Actual psi= 1.4 Shear Allowable psi= 19.4 Wall Weight = 78.0 Rebar Depth 'd1 in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio »• n^*^MaSOnry UQLQ — "• • — f m psi = 1 ,500 Fs psi = 24,000 Solid Grouting = Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n1 Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Datafc Fy 21.48 1.000 in= 7.60 = Medium Weight = ASD Half-Stress option us> psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 2' retaining 2 to 1 slope Job* : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | : Footing Design Results Toe Width = 0.50 ft Heel Width = 1.25 Total Footing Width = 1.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover @ Top 2.00 @ 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 Toe = 1,051 201 65 136 2.86 75.00 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 21 ft-# 155ft-# 134ft-# 2.36 psi 75.00 psi 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 OVERTURNINGForce Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio Ibs Distance ft 243.8 1.10 0.50 243.8 O.T.M. = Moment ft-# 267.5 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 = 267.5 Footing Weight 2.16 Key Weight 1 RESISTINGForce Ibs 134.2 9.8 28.8 156.0 262.5 Distance ft 1.46 1.56 0.25 0.83 0.88 1.00 Moment ft-# 195.7 15.2 7.2 130.0 229.7 Vertical Loads used for Soil Pressure = 591.2 Ibs Vertical component of active pressure NOT used for soil pressure Vert. Component = Totah 591.2 Ibs R.M.=577.8 * Axial live load NOT included in tptal displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 2'8 retaining 2 to 1 slope Job# : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 2.67 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 J [Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 45.0 psf/ft 0.0 psf/ft 300.0 psf/ft 115.00pcf 115.00 pcf 0.400 6.00 in Thumbnail Surcharge Loads J j Lateral Load Applied to Stem | [ Adjacent Footing Load 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 = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning = 1.80 OK Sliding = 1.66 OK Total Bearing Load = 813 Ibs.. .resultant ecc. = 5.97 in Soil Pressure @ Toe = 1 ,079 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,510 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 4.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 375.8 Ibs less 100% Passive Force = - 300.0 Ibs less 100% Friction Force = - 325.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 0.0 Ibs OK Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs ...Height to Top = 0.00ft Footing Width = 0.00ft ...Height to Bottom = 0.00ft Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00ft has been increased 1 .00 Footing Type Line Load by a factor Of R Ahnw/Rplnw ^nilDdoc MUUVC/DCIUW ouu n n ft Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = 0.300 Stem Construction I Top stem Design Height Above Ft£ ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Dftcinn ft^ifciLsCoiyii Lfdia — ~" •'-" " — — — — .— _ fb/FB + fa/Fa = 0.222 Total Force @ Section lbs= 160.4 Moment.. ..Actual ft-#= 142.8 Moment Allowable = 642.7 Shear Actual psi= 2.5 Shear Allowable psi= 19.4 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 = 8.40 Lap splice above base reduced by stress ratio Masonry Data f m psi = 1 ,500 Fs psi = 24,000 Solid Grouting = Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Datafc 21.48 1.000 in = 7.60 = Medium Weight = ASD Half-Stress option used. TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 2'8 retaining 2 to 1 slope Job # : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500psi = = = = = Fv = Footing Concrete Density = Min. As %= Strengths | 0.50ft 1.50 2.00 12.00 in 12.00 in 0.00 in 0.50ft 60,000 psi 1 50.00 pcf 0.0018 Footing Design Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing nthor Acrontahlo <5 = = = = = = = '.171 Results Toe 1,510 286 65 222 4.69 75.00 None Spec'd None Spec'd None Spec'd ac K. .Qna/^innc | Heel 0 22 335 314 4.41 75.00 psf ft-# ft-# ft-# psi psi Cover @ Top 2.00 @ Btm.= 3.00 in 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 OVERTURNINGForce Item Ibs Heel Active Pressure = 375.8 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 375.8 Resisting/Overturning Ratio Distance Moment ft ft-# 1.36 511.9 0.50 O.T.M. = 511.9 1.80 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 RESISTINGForce Ibs 255.9 20.0 28.8 208.3 300.0 Distance ft 1.58 1.72 0.25 0.83 1.00 1.00 Moment ft-# 405.1 34.4 7.2 173.6 300.0 Vertical Loads used for Soil Pressure = 812.9 Ibs Vertical component of active pressure NOT used for soil pressure Vert. Component = Total =812.9 Ibs R.M.=920.3 * Axial live load NOT included in tqtal displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 3'4 retaining 2 to 1 slope Page: Job* : ...New... Dsgnr: Date: MAR 24,2011 Description.... This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 3.33 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 Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure = 2,000.0 psf Method 45.0 psf/ft 0.0 psf/ft = 300.0 psf/ft = 115.00pcf = 115.00pcf 0.400 = 6.00 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 = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning = 1.54 OK Sliding = 1-72 OK Total Bearing Load = 1,125 Ibs ...resultant ecc. = 7.54 in Soil Pressure @ Toe = 1,509 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2, 1 1 3 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.1 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 534.0 Ibs less 1 00% Passive Force = - 466.7 Ibs less 1 00% Friction Force = - 449.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00ft ...Height to Bottom = 0.00ft The above lateral loadhas been increased 1 .00 by a factor of Wind on Exposed Stem = 0.0 psf | Adjacent Footing Load | 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 Line Load Roco Ahn\/A/Rplo\A/ ^nilDa9C /AUUVC/DOUW OUM at Back of Wall ~ °'0ft Poisson's Ratio = 0.300 Stem Construction |._T°pStem Design Height Above Ftc ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment. ...Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight Rebar Depth 'd' in = orcm wr\ 0.00 Masonry 8.00 # 4 32.00 Edge . .. ... 0.431 249.5 276.9 642.7 4.0 19.4 78.0 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting = — - -- - - - - --- - - 1,500 24,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data — fc 21.48 1.000 in= 7.60 = Medium Weight = ASD Half-Stress option used. psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 3'4 retaining 2 to 1 slope Job* : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & Strengths | Footing Design Results | Toe Width = 0.50 ft Heel Width = 1J5 Total Footing Width = 2.25 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 4.00 in Key Distance from Toe = 0.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover @ Top 2.00 @ 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 = = = = = = = = = Toe 2,113 400 65 335 7.14 75.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 28ft-# 617ft-# 589 fU* 6.85 psi 75.00 psi 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 em Ibs ft eel Active Pressure = 534.0 1 .62 urcharge over Heel = Moment ft-# 867.1 Soil Over Heel Sloped Soil Over Heel = RESISTING Force Distance Moment Ibs ft ft-# 414.9 33.7 1.71 1.89 708.7 63.7 Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 534.0 O.T.M. = 867.1 Resisting/Overturning Ratio = 1.64 Vertical Loads used for Soil Pressure = 1,124.6 Ibs Vertical component of active pressure NOT used for soil pressure 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 = 28.8 259.7 337.5 50.0 0.25 0.83 1.13 1.00 1,124.6 Ibs R.M.= 7.2 216.5 379.7 50.0 1,425.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. DESIGNER NOTES: TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 4' retaining 2 to 1 slope Job* : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 4.00 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 J Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing||Soil Friction Soil height to ignore for passive pressure 45.0 psf/ft 30.0 psf/ft 300.0 psf/ft 115.00 pcf 115.00 pcf 0.400 6.00 in 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 Axial Dead Load = Axial Live Load = Axial Load Eccentricity = Design Summary Wall Stability Ratios Overturning = Sliding = Total Bearing Load = ...resultant ecc. = Soil Pressure @ Toe = Soil Pressure @ Heel = Stem | 0.0 Ibs 0.0 Ibs 0.0 in 1 1.72 OK 1.54 OK 1 ,604 Ibs 8.79 in 1,663 psf OK 0 psf OK Allowable = <^uuu psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 2,329 psf Opsf 8.5 psi OK 9.7 psi OK 75.0 DSi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 721.0 Ibs less 1 00% Passive Force = - 466.7 Ibs less 100% Friction Force = - 641 .5 Ibs Added Force Req'd = ....for 1.5 : 1 Stability = 0.0 Ibs OK 0.0 Ibs OK Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00ft ...Height to Bottom = 0.00ft The above lateral load has been increased 1 .00 by a factor of Wind on Exposed Stem = 0.0 psf Thumbnail | Adjacent Footing Load | 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 Line Load Base Above/Below Soil _ . „ at Back of Wall ~ ° Poisson's Ratio = 0.300 Stem Construction 1 Top stem Design Height Above Ftc ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weight = Rebar Depth 'd' in = cjiem ui\ 0.00 Masonry 8.00 # 4 24.00 Edge 0.664 356.3 479.4 722.2 5.7 19.4 78.0 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting = ...--.- - _. - .- - ... - .... 1,500 24,000 Yes Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2010 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Datafc Fy 21.48 1.000 in = 7.60 = Medium Weight = ASD Half-Stress option used. psi = psi = TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : la costa 4' retaining 2 to 1 slope Job* : ...New... Dsgnr: Description.... Page:. Date: MAR 24,2011 This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 - 2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Licensed to: ORCO Block Cantilevered Retaining Wall Design Code: CBC 2010 Footing Dimensions & 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 @ 0.50ft 2.25 2.75 12.00 in 12.00 in 4.00 in 0.50ft 60,000 psi 1 50.00 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 = = = = = = = = = Toe 2,329 458 65 393 8.46 75.00 None Spec'd None Spec'd None Spec'd Heel Opsf 161 ft-# 1,414ft-# 1 ,253 ft-# 9.67 psi 75.00 psi 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 OVERTURNINGForce Distance Moment Ibs ft ft-# 754.7 -33.8 1.93 0.50 1,457.0 -16.9 Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil = Total = 721.0 O.T.M. = 1,440.2 Resisting/Overturning Ratio = 1.72 Vertical Loads used for Soil Pressure = 1,603.7 Ibs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance MomentIbs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = 728.3 72.1 28.8 312.0 412.5 50.0 1.96 2.22 0.25 0.83 1.38 1.00 1,426.3 160.2 7.2 260.0 567.2 50.0 1,603.7 Ibs R.M.=2,470.9 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: